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2436 LA COSTA AVE; ; PC2022-0060; Permit
Building Permit Finaled Print Date: 09/23/2024 Job Address: 2436 LA COSTA AVE, Permit Type: BLDG-Plan Check Parcel#: 2161601000 Valuation: $0.00 Occupancy Group: R-1 #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: 2019 Sprinkled: Yes Project Title: TR EHAN RESIDENCE Plan Check Permit CARLSBAD, CA 92009 Work Class: Residential Track#: Lot#: Project #: DEV2021-0179 Plan#: Construction Type:V-B Orig. Plan Check#: Plan Check#: Permit No: (city of Carlsbad PC2022-0060 Status: Closed -Expired Applied: 12/07/2022 Issued: Finaled Close Out: Final Inspection: INSPECTOR: Description: 2436 LA COSTA AVE: NEW SFD (4,408 SF), GARAGE (908 SF), WITH 2ND FLOOR SWIMMING POOL (350 SF), GYM/ MEDITATION ROOM, BATHROOM AND POOL EQUIPMENT (753 SF) Applicant: STUDIO PLUS UNO RAMIRO BARAJAS 1069 LAGUNA SECA LOOP CHULA VISTA, CA 91915-1230 FEE ATTACHED ACCESSORY & UTILITY USES BUILDING PLAN CHECK BUI LDING PLAN CHECK BUILDING PLAN CHECK FEE (manual) Property Owner: STARK HOUSE LLC 2436 LA COSTA AVE CARLSBAD, CA 92009-7301 BUILDING PLAN REVIEW -MINOR PROJECTS (LOE) BUILDING PLAN REVIEW -MINOR PROJECTS (PLN) DECKS/BALCONY -NEW/REPLACE DETACHED ACCESSORY & UTILITY USES FIREPLACE REPAIR/REPLACE SFD & DUPLEXES SWIMMING POOL-RESIDENTIAL SWPPP INSPECTION TIER 1 -Medium BLDG SWPPP PLAN REVIEW TIER 1 -Medium Total Fees: $11,141.11 Building Division Total Payments To Date: $4,131.68 EXPIRED PERMIT PERMIT HAS EXPIRED IN ACCORDANCE WITH C.B.C. SECTION 106.4.4 AS AMENDED BY C.M.C.18.04.030 DATE~ s1GNAru;J).u: cgh a.um +I - Balance Due: 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca .gov AMOUNT $1,060.84 $3,393.93 $577.85 $159.90 $194.00 $98.00 $889.00 $1,060.84 $444.00 $2,655.75 $24 6.00 $292.00 $69.00 $7,009.43 Page 1 of 1 ( City of Carlsbad RESIDENTIAL BUILDING PERMIT APPLICATION B-1 '12...ooCJ Plan Check 1>C.2.o 22-Q'l>C,0 Est. Value .M qs-~ 7 Ci. 417 PC Deposit Date \ ~ -'1. -t..o-z.'2- Job Address2436 LA COSTA AVE. CARLSBAD CA. Unit: _____ APN : 216-160-10-00 CT/ProJ·ect #: Lot#: 10 Year Built: ------------------------------ BRIEF DESCRIPTION OF WORK:THE PROJECT CONSIST OF A NEW TWO-SROTY SINGLE FAMILY RESIDENCE WITH AN OUTDOOR POOL. ? e O \ Poo\. ~ [!] New SF: Living SF, 4,408.03 Deck SF, 30 0 Patio SF, ____ Garage SF 908.6 o'l:Z.. $F- is this to create an Accessory Dwelling Unit? O Y O N New Fireplace? O YE) N , if yes how many? ___ _ D Remodel: _____ SF of affected area Is the area a conversion or change of use? O YO N ~ Pool/Spa:_35_0 ___ SF Additional Gas or Electrical Features? ___________ _ D Solar: ___ KW, ___ Modules, Mounted: 0Roof O Ground, Tilt:OYON, RMA:OYO N, Battery:OYO N, Panel Upgrade: Ov ON Electric Meter number: ------------ 0th er: :n,~ C...1.J '-~ 6, I' 00 • Q.3 RECE\VED APPLICANT (PRIMARY CONTACT) Name: RAMIRO BARAJAS Address: 1069 LAGUNA SECA LOOP City:CHULA VISTA State:_C_A __ Zip:91915 Phone:(619) 788-1016 Email: RAMK3@YAHOO.COM DESIGN PROFESSIONAL Name:RAMIRO BARAJAS Address: 1069 LAGUNA SECA LOOP City:CHULA VISTA State:_C_A __ Zip:91915 Phone:(619) 788-1016 Email:RAMK3@YAHOO.COM Na me· .:5>--Z""' Address:290 LANDIS AVENU City:CHULA VISTA Phone: (619) 788-1016 State:_C_A __ .Zip: 91910 Email: __________________ _ CONTRACTOR OF RECORD Business Name: _______________ _ Address: ________________ _ City: ______ State: ___ Zip: ______ _ Phone: _________________ _ Email: _________________ _ Architect State License: __________ _ CSLB License #: ______ Class: ______ _ Carlsbad Business License # (Required}: _______ _ APPLICANT CERTIFICATION: I certify that I have read the application and state that the above information is correct ond that the information af the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. Ph: 442-339-27~~GN_: --~-,,, _______ t_ OATE:m:i~~~::n~~~~sbadca.gov NAME (PRINT): RAMIRO BARAJAS 1635 Faraday Ave Carlsbad, CA 92008 ~~,1-,& //t./ ~ ? ;µ(JH # ; ,fl.~1;a.,/ -OD3I U.v\,l½ t-.3 ) t' ~ ,e,A,.. '"'~"C.Ol.l.it'\. l ;. ~,e,w'i> 6~\ ~,~~ , REV. 04122 THIS PAGE REQUIRED AT PERMIT ISSUANCE PLAN CHECK NUMBER: ______ _ A BUILDING PERMIT CAN BE ISSUED TO EITHER A STATE LICENSED CONTRACTOR OR A PROPERTY OWNER. IF THE PERSON SIGNING THIS FORM IS AN AGENT FOR EITHER ENTITY AN AUTHORIZATION FORM OR LETTER IS REQUIRED PRIOR TO PERMIT ISSUANCE. (OPTION A): LICENSED CONTRACTOR DECLARATION: I herebyaf firm underpenaltyof perjury that I am licensed under provisionsof Chapter 9 ( commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. I also affirm under penalty of perjury one of the following declarations {CHOOSE ONE): DI have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. PolicyNo. ____________________________________________ _ -OR- DI have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Company Name: _______________________ _ Policy No. _____________________________ Expiration Date: ________________ _ -OR- D Certificate of Exemption: I certify that in the performance of t he work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to $100,000.00, in addition the to the cost of compensation, damages as provided for in Section 3706 of the labor Code, interest and attorney's fees. CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). lender's Name: _______________________ lender's Address: _______________________ _ CONTRACTOR CERT/FICA T/ON: The applicant certifies that all documents and plans clearly and accurately show all existing and proposed buildings, structures, access roads, and utilities/utility easements. All proposed modifications and/or additions are clearly labeled on the site plan. Any potentially existing detail within these plans inconsistent with the site plan are not approved for construction and may be required to be altered or removed. The city's approval of the application is based on the premise that the submitted documents and plans show the correct dimensions of; the property, buildings, structures and their setbacks from property lines and from one another; access roads/easements, and utilities. The existing and proposed use of each building as stated is true and correct; all easements and other encumbrances to development have been accurately shown and labeled as well as all on-site grading/site preparation. All improvements existing on the property were completed in accordance with all regulations in existence at the time of their construction, unless otherwise noted. NAME (PRINT): __________ SIGNATURE: __________ DATE: ______ _ Note: If the person signing above is an authorized agent for the contra t ' "d tter of authorization on contractor letterhead. -OR- {OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law for the following reason: D 1, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). -OR- D I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). -OR- DI am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: AND, [i FORM B 61 "Owner Builder Acknowledgement and Verification Form" 1s required for any permit issued to a property owner. By my signature below I acknowledge that, except for my personal residence in which I must have resided for at least one year prior to completion of the improvements covered by this permit, I cannot legally sell a structure that I have built as an owner-builder 1f it has not been constructed in its entirety by licensed contractors./ understand that a copy of the applicable law, Section 7044 of the Business and Professions Code, is available upon request when this application is submitted orat the following Web site: http:!/www.leginfo.ca.gov/calaw.html. OWNER CERTIFICATION: The applicant certifies that all documents and plans clearly and accurately show all existing and proposed buildings, structures, access roads, and utilities/utility easements. All proposed modifications and/or additions are clearly labeled on the site plan. Any potentially existing detail within these plans inconsistent with the site plan are not approved for construction and may be required to be altered or removed. The city's approval of the application is based on the premise that the submitted documents and plans show the correct dimensions of; the property, buildings, structures and their setbacks from property lines and from one another; access roads/easements, and utilities. The existing and proposed use of each building as stated is true and correct; all easements and other encumbrances to development have been accurately shown and labeled as well as all on-site grading/site preparation. All improvements existing on the property were completed in accordance with all regulations in existence at the time of their construction, unless otherwise noted. NAME (PRINT): RAMIRO BARAJAS SIGN: DATE: 12/07/2022 ----------------Note: If the erson si nin above is an authorized a ent for the ro ert owner include form B-62 si ned b ro ert owner. 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Email: Bu1lding@carlsbadca.gov 2 REV. 04/22 Transmittal Letter December 22, 2022 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. Carlsbad, CA 92008 Plan Review: New 2 Story SFR & Pool Address: 2436 La Costa Ave, Carlsbad CA Applicant Name: Ramiro Barajas Applicant Email: ramk3@yahoo.com 1rue North COM PLIANCE SERVICES FIRST REVIEW City Pennit No: PC2022-0060 True North No.: 22-018-471 True North Compliance Services, Inc. has completed the first review of the following documents for the project referenced above on behalf of the City of Carlsbad: 1. Drawings: Electronic copy dated May 6, 2022, by Ramiro Barajas. 2. Structural Calculations: Electronic copy dated June 23, 2022, by Luis Labrada C.E.( Lammar Engineering) 3. Energy Document: Electronic copy dated June 15, 2022, by Juan Orozco. 4. Geotechnical Report: Electronic copy dated June 24, 2021 , by Daniel Adler. Attn: Permit Technician, the plans have been reviewed for coordination with the permit application. See below for additional information: Valuation: Scope of Work: Floor Area: Confirmed Confirmed Confirmed Our comments follow on the attached list. Please call if you have any questions or if we can be of further assistance. Sincerely, True North Compliance Services Review By: Richard Moreno -Plans Examiner Structural Review By: Alex Wu -Senior Structural Engineer True North Compliance Services, Inc. 3939 Atlantic Avenue Suite 224, long Beach, CA 90807 T / 562. 733.8030 New 2 Story SFR & Pool 2436 La Costa Ave December 22, 2022 RESUBMITT AL INSTRUCTIONS: Plan Review Comments City of Carlsbad-FffiST REVIEW City Pennit No.: PC2022-0060 True North No.: 22-018-471 Page 2 Please do not resubmit plans until all departments have completed their reviews. For status, please contact building@carlsbadca.gov Deliver THREE corrected sets of plans and TWO corrected calculations/reports directly to the City of Carlsbad Building Division, 1635 Faraday Ave., Carlsbad, CA 92008, (442) 339-2719. The City will route the plans to True North, Planning and Land Development Engineering Departments (if applicable) for continued review. Note: If this project requires FIRE PREVENTION review, en11ure that you follow their specific instructions for resubmittal review. The City will not route plans back to Dennis Grubb & Associates for continued Fire Prevention review. GENERAL INFORMATION: A. The following comments are referred to the 2019 California Building, Mechanical, Plumbing, Electrical Codes, California Green Building Standards Code, and Energy Code (i.e., 2018 IBC, UMC, UPC, and 2017 NEC, as amended by the State of California). B. There may be other comments generated by the Building Division and/or other City departments that will also require your attention and response. This attached list of comments, then, is only a portion of the plan review. Contact the City for other items. C. Respond in writing to each comment by marking the attached comment list or creating a response letter. Indicate which details, specification, or calculation shows the required information. Your complete and clear responses will expedite the re-check. D. Please be sure to include the architect and engineer's stamp and signature on aJI sheets of the drawings and on the coversheets of specifications and calculations per CBPC 5536.1 and CBPC 6735. This item will be verified prior to plan approval. OCCUPANCY & BUILDING SUMMARY: Occupancy Groups: R-3 Occupant Load: n/a Type of Construction: V-B Sprinklers: No Stories: 2 Area of Work (sq. ft.): SFR: 4408 sq. ft. Garage: 909 sq-ft. Pool: 350 sq-ft. Deck: 325 sq-ft. Pool 592 sq-ft Pool deck: 325 sq-ft. Pool Cabana: 592 sq-ft. Pool Equipment Room: 162 sq-ft New 2 Story SFR & Pool 2436 La Costa Ave December 22, 2022 ARCIDTECTURAL COMMENTS: Al. Complete B-55 City form City of Carlsbad-FffiST REVIEW City Pennit No.: PC2022-0060 True North No.: 22-018-471 Page3 A2. Building Occupancy on the TS should be R-3/U. please update section. A3. On the Title sheet of the plans, specify any items that will have a deferred submittal (trusses, fire sprinklers/alarms, etc.). Additionally, provide the following note on the plans: "Submittal documents for deferred submittal items shall be submitted to the registered design professional in responsible charge, who shall review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and that they have been found to be in general conformance with the design of the building. The deferred submittal items shall NOT be installed until their design and submittal documents have been approved by the building official." A4. Address the following on plan sheets A-2 through A-4. a) Provide architectural wall legend. b) Provide stairway and landing details. Section R3 I l.7. i) Maximum rise is 7-3/4" and minimum run is 10", measured from the nosing projection. Where there is no nosing, the minimum run is 11 ". ii) Minimum headroom is 6' 8". iii) Minimum width is 36". iv) The greatest riser height within any flight of stairs shall not exceed the smallest by more than 3/8 inch. The greatest tread depth within any flight of stairs shall not exceed the smallest by more than 3/8 inch. c) Open risers are only permitted if the opening between treads does not permit the passage of a 4" diameter sphere. Section R3 l 1.7.5.1. d) A nosing (between ¾" and 1-W') shall be provided on stairways with solid risers. Exception: No nosing is required if the tread depth is at least 11 inches. Section R3 l l.7.5.3. e) Every stairway landing shall have a dimension, measured in the direction of travel, at least equal to the stairway width. If a door occurs at the landing, such dimension need not exceed 36 inches. Section R3 I I .7.6. Exception: At the top of an interior flight of stairs, provided a door does not swing over the stairs. t) Handrails (Section R3 I I. 7 .8): Shall be provided on at least one side of each stairway with four or more risers. i) Handrails and extensions shall be 34" to 38" above nosing of treads and be continuous. ii) The handgrip portion of all handrails shall be not less than 1 ¼ inches nor more than 2 inches in cross sectional dimension. See Section R3 l I. 7 .8.3 for alternatives. iii) Handrails adjacent to walls shall have at least 1 ½ inches between the wall and the handrail. iv) Ends of handrails shall be returned towards a wall, guards walking surface continuous to itself, or terminate to a post. g) Clarify the platfonn to support the F AU unit on the 2nd floor. Floor plans and elevation plans do not show how unit is to be supported or if ducts are to be routed through a shaft. AS. Section callouts on sheets A-3 and A-4 reference the incorrect plan sheet. Sections are on A-7 and A-8. New 2 Story SFR & Pool 2436 La Costa Ave December 22, 2022 I ~ ~ l A-9 A·9 '""1iof'r~,,., o•, ,-.tM ·"-) City of Carlsbad-FIRST REVIEW City Permit No.: PC2022-0060 True North No.: 22-018-471 Page 4 A6. Provide table or summary on site plans, TS, of the HERS FEATURE SUMMARY indicated on the CFlR form (CBEES 10-103): A7. Specify on site plans, TS, the REQUIRED SPECIAL FEATURES indicated on the CFIR form. On sheet A-10.1 . note operation for all windows and doors. AS. Please address the following on plan sheet A-2. a) Door A. the maximum leaf of a door may be a maximum of 48-inches CBC1010. I.J . ',' . , am I ~•Ail.I I .... ..l b) Provide an 18" raised platform for any F AU in the garage which may generate a flame or spark. CPC Section 507.13. c) In the garage, provide an adequate barrier to protect the water heater from vehicle damage. An J 8" platform for the water heater does not satisfy this requirement. CPC Section 507 .13. d) The area of the floor used for parking of vehicles shall be sloped to drain toward the main vehicle entry doorway. Section R309. I A9. Sheet A-3 , please address the following: a) Show the wall fireplace on floor plans as shown on elevation sheet A-6. ' .. \ © . ' b) Clarify the glazing and guards on the open area above the entrance. Also, show glazing on South Elevation sheet. New 2 Story SFR & Pool 2436 La Costa Ave December 22, 2022 t- r BEOIIOOM1 A I 0. Sheet A-6. Show front door on South elevation. A 11. Sheet A-7. Guards (Section R312): City of Carlsbad-FffiST REVIEW City Permit No.: PC2022-0060 True North No.: 22-018-471 Page 5 a) Show location of guards of floor plans and elevations. Guards shall have a height of 42". A 12. Specify roof slope on A9. Specify minimum ¼ inch per foot roof for drainage. Section R905 .9. I. a) Show the sizes of roof drains and show location and size of overflows. Section R903 .4. b) Specify deck slopes on plans. c) Note roofing material on roof sheet. d) Enclosed rafter spaces do not require venting if the following specific insulation design is used, per Sections R806.5/EM3.9.6: i) If the insulation is air-permeable and it is installed directly below the roof sheathing with rigid board or sheet insulation with a minimum R-5 value installed above the roof sheathing. ( or) New 2 Story SFR & Pool 2436 La Costa Ave December 22, 2022 City of Carlsbad-FIRST REVIEW City Pennit No.: PC2022-0060 True North No.: 22-018-471 Page6 ii) If the insulation is air-impermeable and it is in direct contact with the underside of the roof sheathing. ( or) iii) If two layers of insulation are installed below the roof sheathing: An air-impermeable layer in direct contact with the underside of the roof sheathing and an additional layer of air permeable insulation installed directly under the air-impenneable insulation. e) Where eave vents are installed, insulation shall not block the free flow of air. A minimum of I" of air space shall be provided between the insulation and the roof sheathing. To accommodate the thickness of insulation plus the required 1" clearance, member sizes may have to be increased for rafter-ceiling joists. Section R806.3. MECHANICAL COMMENTS: Ml. On sheet A-2, please address the following: a) Please provide listing information for the outdoor cooking appliance to verify clearance to combustibles and overhead protection. lf this is an unlisted appliance, it cannot be installed beneath a combustible overhead. CMC Section 921.0. b'~~ I ' TERRACE I GRI l ........ --111--l-4-__.,_ ) 10'·~· M2. On plan sheets MOO I and M002, please address the following: a) Note that passageway to the mechanical equipment in the attic shall be unobstructed, have continuous solid flooring not less than 24 inches wide, and be not more than 20 feet in length from the access opening to the appliance. CMC Section 304.4.1. i) Show a permanent electrical receptacle outlet and lighting fixture controlled by a switch located at the entrance for furnaces located in an attic or mechanical closet in floor plans. CMC Section 304.4.4 b) Detail the dryer exhaust duct design from the dryer to the exterior. The maximum length is 14 feet with a maximum of two 90-degree elbows or provide the manufacturer's duct length specification description on the plans: Include the dryer specifications (manufacturer, model, and fuel type) as well as the duct description (size and type). CMC Section 504.4.2.1. ELECTRICAL COMMENTS: El. Effective July 1, 2019, new or replacement garages shall have battery back-up installed for any garage door openers. SB969. E2. On plan sheets E00 I, E002 and E003, please address the following: a) Note on plans: Per city policy, wiring is not permitted on the roof of a building and wiring on the exterior of a building requires approval by the Building Official. b) For a single-family dwelling unit (and for each unit of a duplex), show that at least one receptacle outlet accessible at grade level will be installed outdoors at the front and back of the dwelling. New 2 Story SFR & Pool 2436 La Costa Ave December 22, 2022 City of Carlsbad-FIRST REVIEW City Permit No.: PC2022-0060 True North No.: 22-018-471 Page 7 CEC Article 21 0.S2(E). This receptacle must be GFCl protected, and weather protected per CEC 406.4(DX6). c) Show on the plans that countertop receptacle outlets comply with CEC Article 21 O.S2(C): In kitchens a receptacle outlet shall be installed at each counter space 12 inches or wider; Receptacles shall be installed so that no point along the wall line is more than 24 inches; Island and peninsular countertops 12 inches by 24" long (or greater) shall have at least one receptacle. (Counter top spaces separated by range tops, refrigerators, or sinks shall be considered as separate counter top spaces). d) Per CEC Article 210. l l(C)l, note on the plans that there will be a minimum of2 small appliance branch circuits within the locations specified in Article 21 0.S2(B), i.e., kitchen and dining areas. e) Per CBC Article 210.l 1(C)3, note on the plans that bathroom circuiting shall be either: i) A 20-ampere circuit dedicated to each bathroom, or ii) At least one 20 ampere circuit supplying only bathroom receptacle outlets. f) Show on the plans a wall receptacle within 36" of each lavatory in the bathroom. CEC 21 0.S2(D). E3. Provide information for conduit location and penetration required for pool lighting and pumping. CEC680. PLUMBING COMMENTS: Pl. Show the following on P00I and P002: a) Overflow roof drains shall terminate in an area where they will be readily visible and will not cause damage to the building. If the roof drain terminates through a wall, the overflow drain shall terminate 12" minimum above the roof drain. City Policy 84-3S b) Provide the following note for the use of recycled water for irrigation: The City of Carlsbad requires the installation of a "bypass tee and associated ball valves" be installed above grade on the main water supply line before it enters the building. Please include the location and specifications for this fitting on the plumbing plans. (The City Engineer has a detail available, Standard drawing W3S). c) Architectural and plumbing plans show a tank type water heater, but energy design and plumbing calculations show a tankless water heater type. Please coordinate. GREEN BUU,DING COMMENTS: No Comments ENERGY COMPLIANCE COMMENTS: Tl. On P006: Note or provide the following design requirements for gas water heaters installed to serve individual dwelling units: ES l S0.O(n) a) A condensate drain installed no higher than 2" above the base of the heater that also allows for gravity drainage. b) The "B" vent installed in a straight position from the room containing the water heater to the roof termination. (For future possible sleeving for high efficiency heater venting.) c) A 120-volt receptacle accessible to the heater installed within 3'. New 2 Story SFR & Pool 2436 La Costa Ave December 22, 2022 City of Carlsbad-FIRST REVIEW City Pennit No.: PC2022-0060 True North No.: 22-018-471 Page8 T2. On electric plans E002 -£004: a) Dimmers or vacancy sensors shall control all LED style luminaires. Two exceptions: Fixtures installed in hallways or (closets under 70 square feet). b) Kitchen requires exhaust fans rated at a maximum of 3.0 sone and airflow greater than 100 CFM. ES 150.0(o). c) At least one 125-volt, single phase, 15-or 20-ampere-rated receptacle outlet shall be installed in an accessible location within 25 ft of the refrigeration equipment. The required receptacle outlet shall be located on the same level as the heating, air-conditioning, and refrigeration equipment. The receptacle outlet shall not be connected to the load side of the equipment's branch-circuit disconnecting means. CEC2 I 0 STRUCTURAL COMMENTS: General: SI. On sheet SN-I, in the Section of "Basis of Structural Design'', Seismic Design, list redundancy factor =1.3. S2. S3. S4. S5. Plans: S6. On Structural General Note sheet, list any structural items that require Structural Observation. On Structural General Note sheet, provide general notes section for FOUNDATION. Provide basic information of geotechnical report (geotechnical engineer/service, report number and date ... etc.) and list all essential soil design parameters recommended by geotechnical report. Submit a letter from the geotechnical engineer confirming that the foundation plan, details, and specifications have been reviewed and that it has been determined that the recommendations in the geotechnical report are properly incorporated into the plans. Alternatively, the geotechnical engineer may stamp and sign the foundation plan and all sheets containing foundation details. On sheet SN-I, in Structural Concrete Note #2, it is addressed Portland cement Type I or 11 is to be used. For concrete mix to be used for components ex.posed to soil, Portland cement type V is recommended. Consult with geotechnical engineer for the proper type of Portland cement type to be used for concrete mix of foundation components. On Sheet S 1 Foundation Plan, In Footing Schedule: For footing F6, revise reinforcement to #5 @ 9" o.c. each way to meet minimum reinforcement ratio of0.0018 per ACI 318 (Reinf. = 0.31/9/18 = 0.00191 > 0.0018, o.k.). For footing F7, revise reinforcement to (5) #5 each way to meet minimum reinforcement ratio of 0.0018 per ACI 318 (Reinf. = 5x0.31/36/24 = 0.00179, acceptable). L:..:!J .. -.. I\ V -v 4 -u t •~ t, V \J,\.,. l.l'\.. n r,1 'ti UVIIVM [ill #5@9''0C. 3'-0" X 5'-0" 1' -6" ~ EA. WA Y O TOP & BOTTOM @] 3'-0" X 3' -o• 2'-o· (.I') #5 EA. WAY O TOP & BOTTOM 5 S7. On sheet SI Foundation Plan, between Grid Lines 13 and 14: Clarify the reinforcement infonnation of the 9" elevated concrete slab. It appears the reinforcement should be "#5 @ 8" O.C. EACH WAY, TOP & BOTTOM." Also, check the capacity of the 9" elevated concrete slab. New 2 Story SFR & Pool 2436 La Costa Ave December 22, 2022 g• ELEVATED CONr.Rr lr SLAB f c= 3,000 psi EACH WAY 9w ELEVATED CONCRETE SLAB City of Carlsbad-FIRST REVIEW City Pennit No.: PC2022-0060 True North No.: 22-018-471 Page9 W/ #5 BARS @ 8" O.C. (HORIZ.) @ 80HOhl OF SLAB. TOP ANF BOTTOM f c= 3,000 psi EACH WAY W/ 15 BARS @ 8" O.C. (HORIZ.) @ lOP & BOTTOM OF SLAB. S8. On Sheet S 1 Foundation Plan: Specify reinforcement of the 611 concrete slab-on-grade. The reinforcement ratio shall be no less than 0.0018 per ACI 318 requirement and conform the recommendation per geotechnical report. Specify reinforcement 6w COOCRETE SLAB-ON -GRADE S9. On Sheet S 1 Foundation Plan: Specify the width of continuous footings. In the continuous footing details on sheet SD2, it is addressed the width of continuous footing is per plan, but no information is shown on foundation plan. Refer 20 I 9 CBC, Section/Table 1809. 7 for permitted minimum dimensions of footing for light-frame construction. TABLE 1809.7 PRESCRIPTIVE FOOTINGS SUPPORTING WALLS OF LIGHT-FRAME CONSTRUCTION' • •·• • NUMBER OF FLOORS WIDTH OF THICKNESS OF SUPPORTED BY THE FOOTING' FOOTING (Inches) FOOTING (inches) I I:? 6 2 15 (, '\ IX I<' SI0. On sheet SI Foundation Plan: Along Grid Line 14, Detail 9/SD6 should be 7/SD6, and viewing direction should be reversed. Verify. SI 1. On sheet S2 Floor Framing Plan and sheet S3 Roof Framing Plan: The legends of 2x4 and 2x6 stud walls are very similar. It is also noted that on the plans the stud wall thicknesses are not shown in correct scale, which could result in mistake during construction. Suggest using legends with hatch diagonals in different directions or more distinguishable legends for 2x4 and 2x6 stud walls. LEGEMJ ~~{4{~'~ NEW 2X4 sruo WAU. 0 16" o.c. I ~! ! ~"-" NEW 2X6 STUD WALL O 16" O.C. ______t1;\_ \-Suggest using legends with hatch ~ \_ diagonals in different directions or more distinguishable legends for 2x4 and 2x6 stud walls. New 2 Story SFR & Pool 2436 La Costa Ave December 22, 2022 City of Carlsbad-FIRST REVIEW City Pennit No.: PC2022-0060 True North No.: 22-018-471 Page JO S 12. On sheet S2 Floor Framing Plan and sheet S3 Roof Framing Plan: Provide drag beams or drag blocks with tying straps extending sufficient lengths into floor/roof diaphragm beyond the ends of shear walls if there are no typical beams along the drag lines beyond the shear walls that can serve as drag members. Provide calculation to determine the required sizes of drag member and strap, and required drag length extending into floor/roof diaphragm and check all drag connectors considering overstrength factor no for seismic loading. See some more critical drag extensions as shown in the attached snapshot. Provide all other necessary drag extensions. ROOF FRAMING PLAN 0 0 @) 0 -0 New 2 Story SFR & Pool 2436 La Costa Ave December 22, 2022 City of Carlsbad-FIRST REVIEW City Penn it No.: PC2022-0060 True North No.: 22-018-471 Page 11 S 13. On sheet S3 Roof Framing Plan: Along Grid Line H, specify the detail reference. S 14. On sheet S4, in "Concrete Slab Recommendations", Revise slab thickness to 611 to match that specified on sheet Sl Foundation plan. Also use #4 (instead of#3) to meet minimum reinforcement of0.0018 per ACT 318 (Reinf. ratio = 0.2/6/18=0.00185 > 0.0018) CONCRETE SLAB RECOUENDA T/ONS ----6"----------#4--------- US( t.llNIMUM-<" THICK CCiNCRCTE SI.AS CiN GRAOC 'MTli J3 BARS @ 18" 0/C [ACH WAY, CENTERED . PLACE 4" Ct.[AN WASHED BEOOINC SAND W/ 15 MIL ~SOU[[N VAPOR BARRIER PLAC(O Al MI0-0EPIH ~ SANO. S 15. In Detail 12/SD I: Extend the top sloped step bar down to bottom of step footing with end bent. TYP. S 16. In Detail 13/SD l: The values of rebar lap splice length in concrete listed in the schedule are for typical tension bar splice. Address a note stating the tabulated values ofrebar lap splice lengths in concrete should be increased by 30% for top bars (Top bars are horizontal slab, beam and footing bars with more than 12 inches of concrete cast below the bars and all horizontal wall reinforcement.) S 17. In Detail 13/SDl: In the schedule for rebar lap splice length in masonry, clarify which conditions the lap splice lengths of 48db and 72 db should apply, respectively. MASONRY REINFORCING -ry == 60 ksi r,. :: 1500J,si LAP SPLICE: (IN.) -DEFORMED BARS (MIN.) 113• N4 //5 #6 17 #8 #9 /10 ,,, Clarify L--:, 480. 18 24 30 36 42 48 54 61 68 ~ 72d. 27 36 45 54 63 72 81 91 102 S 18. In Detail 13/SD 1: Revise the notes on drawing to "LAP PER SCHEDULE" since the rebar splice lengths are provided in schedules. New 2 Story SFR & Pool 2436 La Costa Ave December 22, 2022 ~ " > I ,,.- I ft • tM"69tt~ ., 48 da MIPf I Pt? M>ltAF., LAP PER ..n;NS,ON REIN[ORCD.!Ettl SPUCE SCHEDULE TYPICAL REBAR LAP SPLICE City of Carlsbad-FIRST REVIEW City Permit No.: PC2022-0060 True North No.: 22-018-471 Page 12 S 19. In Detail l/SD2: Verify if the bent #4 dowels @ 18" o.c. are required. The #4 dowels are noted but are not shown in the drawing. ,. 00i11£LSI o ,a· oc l6 S20. In Details 6/SD2 and 6/SD6: Provide non-shrinking grout with leveling nuts below the column base plate. S21. In Detail 7/SD2: At concrete curb, the effective embedment of shear wall sill anchor must be measured from the bottom of curb. C.OL.D JOINT ------ P.T. 801. PLATE W/ ..-1---A.8. PER SHEAR WALL SCHEO. (U.N.O.) • TO MATC::-H -----+-,---c::t:1 ~I A~ illP INF' • • S22. In Detail 7/SD2: Provide (2) #5 (instead of #4) top and bottom reinforcement in the continuous footing. New 2 Story SFR & Pool 2436 La Costa Ave December 22, 2022 cet.P .JOINT --~ C)oi,;~L. e TO l"'"Tc:;+4 -----1--::tJ '6~11.l!INI', 241 #6 l2J • TOI" t -----U14'li'I l!90TTC>l"' ,-,,., (I 0~ ,-.... ~ z . ~ ......... N G_ § J I< City of Carlsbad-FffiST REVIEW City Pennit No.: PC2022-0060 True North No.: 22-018-471 Page 13 S23. In all retaining wall details on sheets SO2, SO6 and SO7: Since the retaining wall is restrained at the top (final condition). two layers of wall vertical reinforcement must be provided. S24. In all retaining wall details on sheets SO2, SO6 and SO7: The wall vertical rebars must be extended down to the footing with end bents or hooks. S25. In all retaining wall details on sheets SO2, SO6 and SO7: Provide top rebars at the heel of footing. The top rebars at the heel of footing is essential for footing concrete in tension. The top bars at the heel of footing are more critical for cantilevered condition during construction phase. Those reinforcing steels shall also meet the minimum reinforcement ratio of 0.0018 required by ACI 318. S26. In all retaining wall details on sheets SO2, SO6 and SO7: In the retaining wall footing, provide #6 (instead of #4) bars @ 811 o.c. to meet the minimum reinforcement ratio of 0.0018 per ACI 318-19. Also see output ofRetainPro retaining wall analysis. (Reinf. ratio= 0.44/8/30 = 0.00183 > 0.0018. S27. In all details of concrete walls supporting concrete slabs of building on sheets SO2 and SO6: All the wall vertical rebars must be provided in tension zone in the wall and extended beyond the tension zone with sufficient length (typically rebar development length in tension "Id"), for cantilevered condition (construction phase) and restrained condition (final service condition). Consider the seismic inertia forces acting on wall stems in both directions. Revise placement of wall vertical rebars accordingly. It is suggested providing continuous vertical wall reinforcement. S28. Jn all details containing 9" elevated concrete slab on sheets SO2 and SO6, verify and correctly show the reinforcement of the 9" elevated concrete slab. Per Foundation Plan on sheet S1, the slab reinforcement should be "#5 @ 8" O.C. EACH WAY, TOP & BOTTOM". .,._L ... -----l l rJJ~~r~. ,. •:. ,'·' ;;· l',r'..'!. ~t,<i~ • .., -~'1--...,..~-m ~ ~-, r.Ft-J·· ·•--IIL.-~r#O U • -,,fr:'~ New 2 Story SFR & Pool 2436 La Costa Ave December 22, 2022 c• " ~1 11"~~~~=!:ti tt::•.:-,.~!C ~~ ~ ~ t' ,,r ,.. 13•r;;l(LS 1 ;,;: 0/t 11 l''""""'"tf -~",.' •1n ut•I , ......... ✓ -..~·11o,t1 City of Carlsbad-FIRST REVIEW City Pennit No.: PC2022-0060 True North No.: 22-018-471 Page 14 10 ......... "' ........ • •~::..~~ .. ~ "~;'i / Of.~ UI .. J•frr.,, New 2 Story SFR & Pool 2436 La Costa Ave December 22, 2022 PVC PIPE \!RAPPED IN M RAfl fl.l(R SLOPE PIP[ Al 1~ MIN. W/ Gl!A'ltl 8ACXnLL 10 APPM\1£D OU1L£TORAIN. z • I:> <E'f RE1Nr. g• ELEVATED CONCRETE SLAB J I I I .. . . #6 #4 eARS ~ 8' 0/C EA. WAY OBOTT. -~ o a· o.c. EACH WAY 32• 14 DOV.O.S 132, 0 8' 0/C f4 TOP o e· o.c. • • • • 1 2.75' • • • 2.75' 15 801100 City of Carlsbad-FIRST REVIEW City Petmit No.: PC2022-0060 True North No.: 22-018-471 Page 15 15 BOTTOM o e· o.c. EACH WAY ,s 11. ,-. TOP EACH WAY o a· o,c. 32' 14 OOv.tLS 132-0 a• 0/C • • • 2.75• o a· o.c. EACH WAY 32' _/ f4 DOl'l(LS 132' 0 a· 0/C • 32" ,32•114 DO'lltLS 0 8" 0/C S29. Per Carlsbad city policy, nails for shear transfer connection (use of A35's, etc.) may not be driven parallel to the flanges ofTJI's (i.e., along the sides). Revise applicable details to show compliance. S30. In Details 1, 2, 9 and 1 0/SD3: Verify the 16d @ 16" o.c. connecting sill plate of the upper shear wall and rim board or beam below is sufficient. Decrease nail spacing if necessary. E.N. ~•, x6" EMBED. 0 12• 0/C 6x6 BEAM Verify nail 2• SILL PLAT£ W/....-capacity 1f>d OW O.C. Cl JOIST PER PLAN OOF STH'G PER PLAN New 2 Story SFR & Pool 2436 La Costa Ave Decem her 22, 2022 S3 J. In Detail 1/SDS : Specify all 1/4" around fillet weld. City of Carlsbad-FffiST REVIEW City Permit No.: PC2022-0060 True North No.: 22-018-471 Page 16 S32. In Details 7 and 8/SDS: Specify the typical weld (type and size) connecting HSS 3"x3"xl/2" stair tread post to HSS 8"x6"x3/16" stair stringer. ,,,, '--Specify " ::,... lyplcal weld ~ ~ ' ... S33. ln Details 14 and 15/SDS: Clarify the type of weld attaching Simpson holdown anchor to wide flange beam (all around fillet weld or CJP groove weld). If all around fillet weld is to be used, use 1/4" weld size as minimum. Show correct weld symbol in these details. Check the weld capacity for the critical uplifting force . POST PER PLAN SHEAR 'NALL PER PLAN 2• NAILER 3/8' STIFF Pl.ATE 80TH S10[S Al HOU BOLT Use fillet or groove weld? 3/8" STIFF PLATE BOTH SlDES Al HOU BOLT S34. In Detail 6/SO6: Provide minimum 3" concrete cover on both sides of the steel column in the curb. New 2 Story SFR & Pool 2436 La Costa Ave December 22, 2022 n ,d 4 11· 11<1 II City of Carlsbad-FffiST REVIEW City Pennit No.: PC2022-0060 True North No.: 22-018-471 Page 17 S35. In Detail 6/SD6: Provide the weld type and size along the common edges of HSS post and base plate where fillet weld can not apply. Suggest leaving about l" distance along the edge for fillet weld. ~IRS:~~~ :f~~g~~! ~~e. , \.. l ., 'I SECTION A-A S36. In Detail 6/SD6: The 1/4" thick column base plate appears too thin. Check the capacity of the 1/4" thick column base plate. It is suggested using column base plate at least 3/8" thick. S37. In Detail 7/SD6: Provide proper reinforcement of the 4'-0" deep concrete upturned beam, and specify width of the upturned beam. Also verify and correctly show reinforcement of the pool slab (per Foundation Plan on sheet S 1 ). 1~ 12" t l,, g 1ll •" g . • . ';.,, 4 LAYE:RS 2-N~ BAR 0 I .... • ,rs~ecify width 1 • . • #5 8" ELEVATED ff ~OP {CONCRETE SLAB llcAcwAv' New 2 Story SFR & Pool 2436 La Costa Ave December 22, 2022 City of Carlsbad-FffiST REVIEW City Pennit No.: PC2022-0060 True North No.: 22-018-471 Page18 S38. In Detail l l/SD6: Specify sufficient edge distance of the HILT! KB3 expansion anchor per ICC ESR report. S39. S40. Also check the capacity of those H1L TI KB3 anchors. I IP EACH WAY o.c. In Details 4 and 6/SD7: Revise guardrail post section to 2"x2" tube per structural calculation. Note that if the post tube section is 1.5 "xl .5 ", the 1 /8" all around fillet weld at the base of guardrail post will not work. The guardrail calculation is based on 2"x2" tube dimensions. 2· ~ S0.GALV STEEL GUARDRAIL POST @4 s• 0.C. 6" SO.,X." 8,P.w/(4) 1•• ,1¾" LACS TIP l/8" (2) Jf • LAC SCNEW 1 ¾" LAO, 1¾·,1nr,3· GlULAM . N st -41-2" ttj,• SO. GAL V TEEL GUARDRAIL POST cwa· o.c. 6° SO.XX." 8Pw/(4) 1•• ,1¾" LAGS ~ s·,2•"><½" STEEL PLATE __ ..,.,ss a·.e·,~. 1pl l:□:I ~ BENT SCAM L 6" L 2" ~• SO.GALV STEEL GUARDRAIL POST 048" O.C. In Details 4 and 6/SD7: in addition to the components directly connected to the guardrails, also check the capacities of the critical components that shall subject to the torsional moment and shear due to the code required guardrail force, such as the 1-3/4''x11-7/8"x3" GLULAM, the (2) 1/2" dia. lag screws ... etc. Structural Calculations: S41. Apply redundancy factor = 1.3 to seismic design loads in both directions, unless it can be demonstrated that the redundancy factor= 1.0 is allowed per ASCE 7-16. Revise seismic lateral analysis if necessary. S42. Per floor and roof framing plans of wood superstructure, some shear walls are discontinuous. Check capacities of the structural components supporting the discontinuous shear walls (supporting beams, headers, end posts, nailing, inter-story straps ... etc.) under amplified seismic loading combinations (seismic load amplified by overstrength factor no in addition to factored gravity loads) per ASCE 7-16, Section 12.3.3.3. S43. Check critical drag members and drag connectors considering overstrength factor n, for seismic loading. If there are headers, beams and girders supporting joists which also serve as drag members, check the capacity of those headers/beams/girders for amplified seismic load combination (seismic eccentric drag axial force amplified by overstrength factor no in combination with factored gravity loads). Amplified Drag Force (O,)(Q.) New 2 Story SFR & Pool 2436 La Costa Ave December 22, 2022 City of Carlsbad-FIRST REVIEW City Pennit No.: PC2022-0060 True North No.: 22-018-471 Page 19 S44. Comments on design calculation for new wood roof joists, beams and rafters: In addition to gravity load combinations, check load combination including uplifting wind pressure. If the net force is upward, assume the roof joist/beam/rafter is completely unbraced along the whole span length in calculation if no internal lateral bracing at bottom of the joist/beam/rafter is provided along the span. Wind uplifting need to be checked only for wood roof joists/beams/rafters. If the uplifting wind force is less than dead load then no additional calculation is required. Calculate uplifting wind load on roof and then perfonn the requested calculation ( dead load + uplifting load) if necessary. As the net force is upward, assume the joist/beam/rafter is completely unbraced along the whole span length in calculation because the compression side is at the bottom of joist/beam/rafter which is not braced by roof diaphragm. If the net force applying on the roof joist/beam/rafter is upward, also provide holdown connectors at the end supports, such as Simpson hurricane ties. Pay special attention to end/comer zone where wind uplift pressure is expected higher. S45. In post design calculation, consider gravity load eccentricities at top of the post/column, evaluate the impact of gravity load eccentricities on the post/column capacity. S46. Provide calculation for the 9" elevated concrete (pool) slab. S47. It appears the geotechnical report does not recommend values of static active soil pressure and seismic soil pressure for either cantilevered or restrained condition for retaining wall design. The structural engineer performed cantilevered and restrained retaining wall design for static load case using 40 pcf and 60 pcf. Provide confirmation from project geotechnical engineer. Also consult with geotechnical engineer for seismic soil pressure for cantilevered and restrained retaining wall design. S48. Per geotechnical report, if a combination of the passive pressure and friction is used, the friction value should be reduced by one-third (on page 11), It appears the proposed retaining wall calculation does not consider this recommendation per geotechnical report. Revise retaining wall calculation accordingly. S49. Verify if there are surcharge loads of any kinds that need to be considered in retaining wall design for either construction phase or final service condition. S50. Per CBC 2019, Section 1803.5.12, for retaining walls supporting backfilled soil more than 6 feet high, seismic lateral earth pressure must be considered. Include seismic earth pressure in the lateral soil loading in the retaining wall calculations for the cases the stem walls support backfilled soil more than 6 feet high. S5 l. For structural design of cantilevered retaining wall: In addition to the static active and seismic soil pressure, also include seismic inertia load uniformly applied along the height of stem wall. Consider the retaining wall stem as "Ground-supported cantilever walls or fences" per ASCE 7-16, Table 15.4-2 (R =1.25, no= 2, Cd= 2.5). The corresponding seismic base shear coefficient of the cantilevered wall stem Cs= Fp/Wp = Sosf(R/I) = (0.794)/(1.25/1) = 0.636. This should be done by specifying the Fp/Wp weight multiplier= 0.636 in the RetainPro input. Update retaining wall calculation accordingly and revise retaining wall design if necessary. Note that per 2019 CBC, Section 1807.2.3, when earthquake loads are included, the minimum safety factor (stability ratio) for retaining wall sliding and overturning shall be 1. 1 (rather than 1.5 when only D, Land Hare included), and allowable soil bearing pressure can be increased by one-third if permitted by geotechnical report. S52. For structural design of restrained retaining wall (final service condition): In addition to run the design calculation for final service condition as restrained retaining wall, also check the cantilevered retaining wall condition at construction phase. In the analysis for the cantilevered retaining wall for construction phase, seismic soil pressure may not need to consider, and the 33% increase of allowable soil bearing pressure, passive soil resistance and soil/footing friction should not apply. S53. In retaining wall. design: For static load combination (no seismic or wind load), the minimum safety factor (stability ratio) for retaining wall sliding and overturning shall be l.5. For load combination including seismic or wind loads, the minimum safety factor (stability ratio) for retaining wall sliding and overturning is allowed to be reduced to J. I per 2019 CBC, Section 1807.2.3. Per pages 97 and 107 of the proposed structural calculation, the stability ratios of sliding are less than 1.5 for the cantilevered retaining walls New 2 Story SFR & Pool 2436 La Costa Ave December 22, 2022 City of Carlsbad-FIRST REVIEW City Pennit No.: PC2022-0060 True North No.: 22-018-471 Page 20 under static load combination ( 1.10 and 1.1 I, respectively). Revise the design of these two retaining wall+footing systems. The retaining wall footing shall need to be resized. S54. In guardrail calculation, the live load factor 1.6 must be applied to the code required guardrail forces 200 lbs if the design is based on LRFD. Verify the guardrail calculation. S55. In guardrail calculation, the guardrail post tube is 2"x2". However, per Details 4 and 6/SD7, the guardrail post is 1.S"xl.5" tube. Note that if the guardrail post is 1.S"xl.5" tube section, the all-around 1/8" fillet weld at the base of guardrail post won't work. Revise the guardrail post section to 2.0"x2.0" tube in Details 4 and 6/SO7. S56. In guardrail calculation, also check the capacity of the 1 /4" thick post base plate. S57. Per Details 13/SD4,12/SD6 and 13/SO6, the guardrail posts are supporting tempered glass. Verify if the design of the glass guard and post is part of the scope of work. Check the capacity of post anchorage system considering the critical wind load in addition to the code required guardrail forces 200 lbs. Note that the live load factor 1.6 must be applied to the code required guardrail forces 200 lbs if the design is based on LRFD. If you have any questions regarding the above comments, please contact Richard Moreno via email richardm@tncservices.com or telephone (562) 733-8030. [END] Transmittal Letter December 22, 2022 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. Carlsbad, CA 92008 Plan Review: New 2 Story SFR & Pool Address: 2436 La Costa Ave, Carlsbad CA Applicant Name: Ramiro Barajas Applicant Email: ramk3 @yahoo.com 1rue North COMPLIANCE SERVICES FffiST REVIEW City Permit No: PC2022-0060 True North No.: 22-018-471 True North Compliance Services, Inc. has completed the first review of the following documents for the project referenced above on behalf of the City of Carlsbad: 1. 2. 3. 4. Drawings: Electron.ic copy dated May 6, 2022, by Ramiro Barajas. Structural Calculations: Electronic copy dated June 23, 2022, by Luis Labrada C.E.( Lammar Engineering) Energy Document: Electronic copy dated June 15, 2022, by Juan Orozco. Geotechnical Report: Electronic copy dated June 24, 2021 , by Daniel Adler. Attn: Permit Technician, the plans have been reviewed for coordination with the permit application. See below for additional information: Valuation: Scope of Work: Floor Area: Confirmed Confirmed Confirmed Our comments follow on the attached list. Please call if you have any questions or if we can be of further assistance. Sincerely, True North Compliance Services Review By: Richard Moreno -Plans Examiner True North Compliance Services, Inc. 3939 Atlantic Avenue Suite 224, Long Beach, CA 90807 T / 562.733.8030 New 2 Story SFR & Pool 2436 La Costa Ave December 22, 2022 RESUBMITT AL INSTRUCTIONS: Plan Review Comments City of Carlsbad-FIRST REVIEW City Permit No.: PC2022-0060 True North No.: 22-018-471 Page2 Please do not resubmit plans until all departments have completed their reviews. For status, please contact building@carlsbadca.gov Deliver THREE corrected sets of plans and TWO corrected calculations/reports directly to the City of Carlsbad Building Division, 1635 Faraday Ave., Carlsbad, CA 92008, (442) 339-2719. The City will route the plans to True North, Planning and Land Development Engineering Departments (if applicable) for continued review. Note: If this project requires FIRE PREVENTION review, ensure that you follow their specific instructions for resubmittal review. The City will not route plans back to Dennis Grubb & Associates for continued Fire Prevention review. GENERAL INFORMATION: A. The following comments are referred to the 2019 California Building, Mechanical, Plumbing, Electrical Codes, California Green Building Standards Code, and Energy Code (i.e., 2018 lBC, UMC, UPC, and 2017 NEC, as amended by the State of California). B. There may be other comments generated by the Building Division and/or other City departments that will also require your attention and response. This attached list of comments, then, is only a portion of the plan review. Contact the City for other items. C. Respond in writing to each comment by marking the attached comment list or creating a response letter. Indicate which details, specification, or calculation shows the required information. Your complete and clear responses will expedite the re-check. D. Please be sure to include the architect and engineer's stamp and signature on all sheets of the drawings and on the coversheets of specifications and calculations per CBPC 5536.l and CBPC 6735. This item will be verified prior to plan approval. OCCUPANCY & BUILDING SUMMARY: Occupancy Groups: R-3 Occupant Load: n/a Type of Construction: V-B Sprinklers: No Stories: 2 Area of Work (sq. ft.): SFR: 4408 sq. ft. Garage: 909 sq-ft. Pool: 350 sq-ft. Deck: 325 sq-ft. Pool 592 sq-ft Pool deck: 325 sq-ft. Pool Cabana: 592 sq-ft. Pool Equipment Room: 162 sq-ft ARCHITECTURAL COMMENTS: Al. Complete B-55 City form A2. Building Occupancy on the TS should be R-3/U. please update section. A3. On the Title sheet of the plans, specify any items that will have a deferred submittal (trusses, fire sprinklers/alarms, etc.). Additionally, provide the following note on the plans: "Submittal documents for New 2 Story SFR & Pool 2436 La Costa Ave December 22, 2022 City of Carlsbad-FIRST REVIEW City Pennit No.: PC2022-0060 True North No.: 22-018-471 Page3 deferred submittal items shall be submitted to the registered design professional in responsible charge, who shall review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and that they have been found to be in general conformance with the design of the building. The deferred submittal items shall NOT be installed until their design and submittal documents have been approved by the building official." A4. Address the following on plan sheets A-2 through A-4. a) Provide architectural wall legend. b) Provide stairway and landing details. Section R31 l.7. i) Maximum rise is 7-3/4" and minimum run is 10", measured from the nosing projection. Where there is no nosing, the minimum run is 11". ii) Minimum headroom is 6' 8". iii) Minimum width is 36". iv) The greatest riser height within any flight of stairs shall not exceed the smallest by more than 3/8 inch. The greatest tread depth within any flight of stairs shall not exceed the smallest by more than 3/8 inch. c) Open risers are only permitted if the opening between treads does not pennit the passage of a 4" diameter sphere. Section R3 I 1.7.5.1 . d) A nosing (between¾" and 1-¼") shall be provided on stairways with solid risers. Exception: No nosing is required if the tread depth is at least 11 inches. Section R3 l l. 7 .5 .3. e) Every stairway landing shall have a dimension, measured in the direction of travel, at least equal to the stairway width. If a door occurs at the landing, such dimension need not exceed 36 inches. Section R3 11. 7 .6. Exception: At the top of an interior flight of stairs, provided a door does not swing over the stairs. f) Handrails (Section R3 l l. 7 .8): Shall be provided on at least one side of each stairway with four or more risers. i) Handrails and extensions shall be 34" to 38" above nosing of treads and be continuous. ii) The handgrip portion of all handrails shall be not less than 1 ¼ inches nor more than 2 inches in cross sectional dimension. See Section R31 l.7.8.3 for alternatives. iii) Handrails adjacent to walls shall have at least 1 ½ inches between the wall and the handrail. iv) Ends of handrails shall be returned towards a wall, guards walking surface continuous to itself, or terminate to a post. g) Clarify the platform to support the F AU unit on the 2nd floor. Floor plans and elevation plans do not show how unit is to be supported or if ducts are to be routed through a shaft. A5. Section callouts on sheets A-3 and A-4 reference the incorrect plan sheet. Sections are on A-7 and A-8. New 2 Story SFR & Pool 2436 La Costa Ave December 22, 2022 City of Carlsbad-FIRST REVIEW City Pe1111it No.: PC2022-0060 True North No.: 22-018-471 Page4 A6. Provide table or summary on site plans, TS, of the HERS FEATURE SUMMARY indicated on the CFlR fo1111 (CBEES 10-103): A 7. Specify on site plans, TS, the REQUIRED SPECIAL FEATURES indicated on the CF 1 R fo1111. On sheet A-10.1. note operation for all windows and doors. AS. Please address the following on plan sheet A-2. a) Door A. the maximum leaf of a door may be a maximum of 48-inches CBC 1010.1.1 . .. , . , I $j ... ...l CI: b) Provide an 18" raised platform for any F AU in the garage which may generate a flame or spark. CPC Section 507.13. c) In the garage, provide an adequate barrier to protect the water heater from vehicle damage. An 18" platform for the water heater does not satisfy this requirement. CPC Section 507.13. A9. Sheet A-3, please address the following: a) Show the wall fireplace on floor plans as shown on elevation sheet A-6. ' \ © b) Clarify the glazing and guards on the open area above the entrance. Also, show glazing on South Elevation sheet. 10 BEDROOM 1 Al 0. Sheet A-6. Show front door on South elevation. New 2 Story SFR & Pool 2436 La Costa Ave December 22, 2022 A 11. Sheet A-7. Guards (Section R3 l 2): City of Carlsbad-FIRST REVIEW City Pennit No.: PC2022-0060 True North No.: 22-018-471 Page5 a) Show location of guards of floor plans and elevations. Guards shall have a height of 42". Al 2. Specify roof slope on A9. Specify minimum¼ inch per foot roof for drainage. Section R905.9.l. a) Show the sizes of roof drains and show location and size of overflows. Section R903.4. b) Specify deck slopes on plans. c) Note roofing material on roof sheet. d) Enclosed rafter spaces do not require venting if the following specific insulation design is used, per Sections R806.5/EM3.9.6: i) If the insulation is air-permeable and it is installed directly below the roof sheathing with rigid board or sheet insulation with a minimum R-5 value installed above the roof sheathing. ( or) ii) If the insulation is air-impermeable and it is in direct contact with the underside of the roof sheathing. ( or) iii) If two layers of insulation are installed below the roof sheathing: An air-impenneable layer in direct contact with the underside of the roof sheathing and an additional layer of air penneable insulation installed directly under the air-impermeable insulation. e) Where eave vents are installed, insulation shall not block the free flow of air. A minimum of I" of air space shall be provided between the insulation and the roof sheathing. To accommodate the thickness of insulation plus the required 1" clearance, member sizes may have to be increased for rafter-ceiling joists. Section R806.3. New 2 Story SFR & Pool 2436 La Costa Ave December 22, 2022 City of Carlsbad-FffiST REVIEW City Penn it No.: PC2022-0060 True North No.: 22-018-471 Page6 Al3. Effective July 1, 2019, new or replacement garages shall have battery back-up installed for any garage door openers. SB969. MECHANICAL COMMENTS: Ml. On sheet A-2, please address the following: a) Please provide listing infonnation for the outdoor cooking appliance to verify clearance to combustibles and overhead protection. If this is an unlisted appliance, it cannot be installed beneath a combustible overhead. CMC Section 92 I .0. TERAACEIGRI L f----111--++---+- ) o· 3A M2. On plan sheets M00l and M002, please address the following: a) Note that passageway to the mechanical equipment in the attic shall be unobstructed, have continuous solid flooring not less than 24 inches wide, and be not more than 20 feet in length from the access opening to the appliance. CMC Section 304.4.1. i) Show a permanent electrical receptacle outlet and lighting fixture controlled by a switch located at the entrance for furnaces located in an attic or mechanical closet in floor plans. CMC Section 304.4.4 b) Detail the dryer exhaust duct design from the dryer to the exterior. The maximum length is 14 feet with a maximum of two 90-degree elbows or provide the manufacturer's duct length specification description on the plans: Include the dryer specifications (manufacturer, model, and fuel type) as well as the duct description (size and type). CMC Section 504.4.2.1. ELECTRICAL COMMENTS: El. On plan sheets E00l, E002 and E003, please address the following: a) Note on plans: Per city policy, wiring is not permitted on the roof of a building and wiring on the exterior of a building requires approval by the Building Official. b) For a single-family dwelling unit (and for each unit of a duplex), show that at least one receptacle outlet accessible at grade level will be installed outdoors at the front and back of the dwelling. CEC Article 210.52(E). This receptacle must be GFCI protected, and weather protected per CEC 406.4(DX6). c) Show on the plans that countertop receptacle outlets comply with CEC Article 210.52(C): Tn kitchens a receptacle outlet shall be installed at each counter space 12 inches or wider; Receptacles shall be installed so that no point along the wall line is more than 24 inches; Island and peninsular countertops 12 inches by 24" long (or greater) shall have at least one receptacle. (Counter top spaces separated by range tops, refrigerators, or sinks shall be considered as separate counter top spaces). New 2 Story SFR & Pool 2436 La Costa Ave December 22, 2022 City of Carlsbad-FffiST REVIEW City Permit No.: PC2022-0060 True North No.: 22-018-471 Page 7 d) Per CEC Article 210.1 I (C) l, note on the plans that there will be a minimum of 2 small appliance branch circuits within the locations specified in Article 210.52(B), i.e., kitchen and dining areas. e) Per CEC Article 210.l J(C)3, note on the plans that bathroom circuiting shall be either: i) A 20-arnpere circuit dedicated to each bathroom, or ii) At least one 20 ampere circuit supplying only bathroom receptacle outlets. f) Show on the plans a wall receptacle within 36" of each lavatory in the bathroom. CEC 210.52(0). E2. Provide information for conduit location and penetration for pool wall . CEC680. PLUMBING COMMENTS: Pl. Show the following on POOi and P002: a) Overflow roof drains shall terminate in an area where they will be readily visible and will not cause damage to the building. If the roof drain terminates through a wall, the overflow drain shall terminate 12" minimum above the roof drain. City Policy 84-35 b) Provide the following note for the use of recycled water for irrigation: The City of Carlsbad requires the installation of a "bypass tee and associated ball valves" be installed above grade on the main water supply line before it enters the building. Please include the location and specifications for this fitting on the plumbing plans. (The City Engineer has a detail available, Standard drawing W35). c) Architectural and plumbing plans show a tank type water heater, but energy design and plumbing calculations show a tankless water heater type. Please coordinate. GREEN BUILDING COMMENTS: No Comments ENERGY COMPLIANCE COMMENTS: Tl. On P006: Note or provide the following design requirements for gas water heaters installed to serve individual dwelling units: ES 150.0(n) a) A condensate drain installed no higher than 2" above the base of the heater that also allows for gravity drainage. b) The "B" vent installed in a straight position from the room containing the water heater to the roof tennination. (For future possible sleeving for high efficiency heater venting.) c) A 120-volt receptacle accessible to the heater installed within 3'. T2. On electric plans E002 -E004: a) Dimmers or vacancy sensors shall control all LED style lum inaires. Two exceptions: Fixtures installed in hallways or ( closets under 70 square feet). b) Kitchen requires exhaust fans rated at a maximum of 3.0 sone and airflow greater than 100 CFM. ES 150.0(o). c) At least one 125-volt, single phase, 15-or 20-ampere-rated receptacle outlet shall be installed in an accessible location within 25 ft of the refrigeration equipment. The required receptacle outlet shall be located on the same level as the heating, air-conditioning, and refrigeration equipment. The New 2 Story SFR & Pool 2436 La Costa Ave December 22, 2022 City of Carlsbad-FffiST REVIEW City Pennit No.: PC2022-0060 True North No.: 22-018-471 Page8 receptacle outlet shall not be connected to the load side of the equipment's branch-circuit disconnecting means. CEC2 l 0 STRUCTURAL COMMENTS: SI. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (when required by the soil report). S2. Guard calculations: a) Glazing used in handrail assemblies and guards shall be designed with a load adjustment factor of 4. The load adjustment factor shall be applied to each of the concentrated loads applied to the top of the rail, and to the load on the in-fill components. These loads shall be determined independent of one another, and loads are assumed not to occur with any other live load. Table R301.5. c S3. Provide calculations for 9" pool slab and anchorage. S4. Sheet s-3, please address the following: a) Show missing detail along grid I. b) Various wall sections on plans state 2x6, per wall legend, but scale to different wall dimensions. Please clarify framing in those areas. S5. Address the following on S-1 : a) The area of the floor used for parking of vehicles shall be sloped to drain toward the main vehicle entry doorway. Section R309.1 b) Provide construction information for steps on gris A thru B New 2 Story SFR & Pool 2436 La Costa Ave December 22, 2022 City of Carlsbad-FffiST REVIEW City Pennit No.: PC2022-0060 True North No.: 22-018-471 Page9 c) Provide and reference bottom on concrete landing connection to elevated slab. . I • .. I I . l-1 ··.' .... d) Guards shown on detail 14 and 16 /SD2 are not shown on architectural plan sheets. Please coordinate with architect. S6. Provide details 9/SD-6. S7. Detail 7/SD-6 is not referenced to plans. The 4-ft stem does not show any reinforcing steel for the pool above. Note that the architect did not provide a pool depth profile to check against structural plans and calculations for consistency. a) Also, the detail does not show dowels from slab to concrete beam. L - b) . SS. Detail 9/SD-5. Rafters are 2x8 on plans. Please revise as needed. T S9. Footing details, note side cover required from exposed earth. , . New 2 Story SFR & Pool 2436 La Costa Ave December 22, 2022 S 10. Please provide lateral calculations for grid line I 4. City of Carlsbad-FIRST REVIEW City Pennit No.: PC2022-0060 True North No.: 22-018-471 Page JO If you have any questions regarding the above comments, please contact Richard Moreno via email richardm@tncservices.com or telephone (562) 733-8030. [END) • ' LAMAR I ENGINEERING CIVIL+ SlHUCIUHAL Direct Line· 619.370.9515 I Fax: 619.764.4079 I Email: llabrada@lamareng.com STRUCTURAL CALCULATIONS RE.CF \\JE.D DECO 7 2.02'l CARLSBAD Cli'< OFNG OIVISION BU\\..01 PROJECT: STARK HOUSE 2436 La Costa Avenue Carlsbad, CA 92009 June 23, 2022 PC2022-0060 2436 LA COSTA AVE I 2436 LA COSTA AVE: NEW SFD (4,408.03 SFj, GARAGE (908.6 SF), WITH 2ND FLOOR SWIMMING POOL (350 SF), GYM I MEDITATION ROOM, BATHROOM AND POOL www.lan 217 Landis Avenue, 2161601000 12/7/2022 PC2022-0060 Contents APPENDIX 1 ...................................................................................................................................................... 3 Seismic & Wind Calculations ..................................................................................................................... 3 APPENDIX 11. .................................................................................................................................................. 26 Beam Calculations ..................................................................................................................................... 26 APPENDIX Ill ................................................................................................................................................. 68 Post Calculations ....................................................................................................................................... 68 APPENDIX IV ................................................................................................................................................. 74 Pad Calculations ........................................................................................................................................ 74 APPENDIX V ............................................................................................. .' .................................................... 80 Strong-Wall Calculations .......................................................................................................................... 80 APPENDIX VI ................................................................................................................................................. 9 1 Retaining Wall Calculation ....................................................................................................................... 9 1 APPENDIX VII .............................................................................................................................................. 122 Guard Rail Calculation ............................................................................................................................. 122 Page 2 of 124 APPENDIX I Seismic & Wind Calculations Page 3 of 124 Luis Labrada 809 Bowsprit, Suite 105 Project: La Costa Chula Vista, CA 91914 LAMAR Engineer: L.F. Phone: (619) 370-9515 I ENGINEERING Date : 03/17/2022 www.lamareng.com LOAD ESTIMATES DEAD LOADS 1) ROOF Asphalt Shingle 6.0 1/2" OSB Sheathing 1.5 5/8" Thick Drywall 3.2 Insulation 1.0 11 7/8" BCI 6500 1.8-DF 2.6 Misc. 0.7 Total 15.0 Lb/Sq.ft 2) FLOOR Wood Flooring 4.0 3/4" Plywood Sub Floor 2.3 5/8" Thick Drywall 3.2 Insulation 1.0 11 7/8" BCI 6500 1.8-DF 2.6 Misc. 0.9 Total 14.0 Lb/Sq.ft 3) EXTERIOR WALL Studs 2X6@ 16" O.C. 2.0 Stucco 10.0 1/2" OSB Sheathing 1.5 5/8" Thick Drywall 3.2 Insulation 1.0 Misc. 1.3 Total 19.0 Lb/Sq.ft 4) INTERIOR WALL Studs 2X4@ 16" O.C. 1.5 5/8" Thick Drywall 3.2 Insulation 1.0 5/8" Thick Drywall 3.2 Misc. 1.1 Total 10.0 Lb/Sq.ft LIVE LOADS ROOF= 20.0 lb/sq.ft FLOOR = 40.0 lb/sq.ft DECK= 60.0 lb/sq.ft Page 4 of 124 Luis Labrada 809 Bowsprit, Suite 105 Chula Vista, CA 91914 Phone: (619) 370-9515 www.lamareng.com 5) 6) ROOF= FLOOR = DECK= DECK 2 X 10 F.J @ 16" O.C. 5/8" OSB Sheathing 5/8" Thick Drywall Insulation Dex o Tex Misc. Total 6X INTERIOR WALL Studs 2X6@ 16" O.C. 5/8" Thick Drywall Insulation 5/8" Thick Drywall Misc. Total 20.0 40.0 60.0 lb/sq.ft lb/sq.ft lb/sq.ft LAMAR IIENGINEERING LOAD ESTIMATES DEAD LOADS LIVE LOADS 3.3 2.0 3.2 1.0 2.5 1.0 13.0 2.0 3.2 1.0 3.2 0.6 10.0 Lb/Sq.ft Lb/Sq.ft Project: La Costa Engineer: L.F. Date : 03/17/2022 Page 5 of 124 Luis Labrada 809 Bowsprit, Suite 105 Chula Vista, CA 91914 Phone: (619) 370-9515 www.lamareng.com ROOF DL = FLOOR DL = 15.00 14.00 LAMAR I ENGINEERING SEISMIC LOADS Lb/Sq.ft Lb/Sq.ft <p <p <p EXT. WALL DL = INT. WALL DL = 6X INT. WALL DL = 19.00 Lb/Sq.ft 10.00 Lb/Sq.ft 10.00 Lb/Sq.ft ' ' <r Project: La Costa Engineer: L.F. Date : 03/17/2022 AREAA <r l -@ -0 ---(!) Page 6 of 124 Luis Labrada 809 Bowsprit, Suite 105 Chula Vista, CA 91914 Phone: (619) 370-9515 www.lamareng.com Total Length (Ft.) Roof - Ext. Wall 192.0 6x Int Wall 101.0 Int.Wall 11 5.3 LAMAR IIENGINEERING SEISMIC LOADS ROOF LEVEL DEAD WEIGHT H (Ft.) AREA -3102 4.75 912 4.75 480 4.75 548 TOTAL ROOF DIAPHRAGM AREA 3102 2ND FLOOR LEVEL DEAD WEIGHT Total Length (Ft.) H (Ft.) AREA Roof --333 Floor --2491 Ext. Wall (Abv) 192.0 4.75 912 6x Int Wall (Abv) 101.0 4.8 480 Int. Wall (Abv) 115.3 4.75 548 Ext. Wall (Bel) 260.5 5.0 1303 6x Int Wall (Bel) 130.0 5.0 650 Int. Wall (Bel) 52.7 5.0 264 TOTAL FLOOR DIAPHRAGM AREA 2824 DL (PSF) 15.0 19.0 10.0 10.0 Sq.ft. DL(PSF) 15.0 14.0 19.0 0.0 10.0 19.0 10.0 10.0 Sq.ft. Project: La Costa Engineer: L.F. Date : 03/17/2022 AREAA WEIGHT [Lbs] 46530 Lbs 17328 Lbs 4798 Lbs 5477 Lbs. 74132 Lbs WEIGHT [Lbs] 4995 Lbs 34874 Lbs 17328 Lbs 0 Lbs 5477 Lbs 24748 Lbs 6500 Lbs 2635 Lbs 96556 Lbs Page 7 of 124 l\TC Hazards by Location Search Information Address: Coordinates: Elevation: Timestamp: Hazard Type: Reference Document: 2436 La Costa Ave, Carlsbad, CA 92009, USA 33.0881537, -117.2569422 90 ft 2022-03-1OT16:40:08.8692 Seismic ASCE7-16 Risk Category: II Site Class: C Ina Island sential Habitat... Go gle I t!lllt>l,;Ulti 0 Borrego Springs 0 Cleveland Anza-Borri National Forest Desert State Pa San Diego 0 0 Map data ©2022 Google, INEGI MCER Horizontal Response Spectrum Design Horizontal Response Spectrum Sa(g) Sa(g) 1.00 0.60 0.80 0.60 0.40 0.40 0.20 0.20 0.00 0.00 0 2 4 6 8 Period (s) Basic Parameters Name Value Description Ss 0.992 MCER ground motion (period=0.2s) S1 0.36 MCER ground motion (period=1 .0s) SMs 1.19 Site-modified spectral acceleration value SM1 0.54 Site-modified spectral acceleration value Sos 0.793 Numeric seismic design value at 0.2s SA S01 0.36 Numeric seismic design value at 1.0s SA •Additional Information Name soc Value D 1.2 1.5 Description Seismic design category Site amplification factor at 0.2s Site amplification factor at 1.0s 0 2 4 6 8 Period (s) Page 8 of 124 C~s 0.896 Coefficient of risk (0.2s) CR1 0.908 Coefficient of risk (1.0s) PGA 0.434 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.521 Site modified peak ground acceleration TL 8 Long-period transition period (s) SsRT 0.992 Probabilistic risk-targeted ground motion (0.2s) SsUH 1.107 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 1.5 Factored deterministic acceleration value (0.2s) S1RT 0.36 Probabilistic risk-targeted ground motion (1.0s) S1UH 0.397 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) S1D 0.6 Factored deterministic acceleration value (1.0s) PGAd 0.5 Factored deterministic acceleration value (PGA) The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. Page 9 of 124 Luis Labrada 809 Bowsprit, Suite 105 Chula Vista, CA 91914 Phone: (619) 370-9515 www.lamareng.com Typical floor height Typical floor weight Number of floors Importance factor (ASCE 11.5.1) Site class (A, B, C, D, E, F) The coefficient (ASCE Tab 12.8-2) The coefficient(ASCE Tab. 12.2.1) Seismic design category Design j Spectral Acceleration Parameters Seismic Response Coefficient ASCE 12.8.1.1 Seismic Base Shear LAMA R ■ENGINEERING AREAA SEISMIC ANALYSIS BASED ON IBC 2018 (ELFP, ASCE 7-1112.1, ASD) 2436 La Costa Ave, Carlsbad, CA 92009 INPUT DATA h = 10.5 Ft. Latitude: Wx = 160,737 Lbs Longitude: n = 2 Ss = I = 1.00 (IBC Tab.1604.5) S1= R= Sms = Sm,= Sos = So,= C 0.02 6.50 D 1.190 0.540 0.794 0.360 If S1 ~ 0.6 ..... Cs ~ o(~)'= (If no soil report, use D) F = a F = V Approximatel x = Fundamental Ct= Period hn = ASCE 12.8.2.1 Ta= Ci (hn)" = If S1 < 0.6 ➔Cs~ 0.044 * Svs *l e= 0.028 0.035 0.282 Svs Cs = (f) = W= V = Cs*W = p= V *P E ------1.4 321474 39249 1.3 35717 Lbs Total building weight Lbs Base shear (ASCE 12.8.1) Redundancy factor (ASCE 12.3.4) Lbs Vertical { -Wxh~ Distribution Cvx -Ll',,, w,hf of Seismic Forces Fx = C.,x * E= VERTICAL DISTRIBUTION OF LATERAL FORCES Level Level Floor to Height Weight No. Name floor Height hx w, w,h/ Cv, Ft. Ft. Lbs 2 Roof 11.00 21 .0 74132 1,556,777 0.62 1 1st Floor 10.00 10.0 96556 965,563 0.38 Project: La Costa Engineer: L.F. Date : 03/17/2022 33.09 -117.26 0.99 0.36 1.20 1.50 0.75 0.020 21 0.20 0.122 ASCE Tab 12.8-2 Ft Sec. (ASCE 12.8.2.1) Lateral force F, V, Lbs Lbs 22,037 22,037 13,680 35,717 Page 10 of 124 PROJECT : La Costa PAGE : CLIENT : Luis Labrada DESIGN BY : L.F. JOB NO.: DATE: 03/17/22 REVIEW BY : B.B. Wind Analysis for Alternate AII-Heiahts Method, Based on ASCE 7-2016 Area A INPUT DATA Exposure category (B, c or D. ASCE 7-10 26.7.3) B ------Importance factor (ASCE 7-10 Table 1.5-2) lw = 1.00 for all Category ' Basic wind speed (ASCE 7-10 26.5.1 or 2012IBC) V = 96 mph Topographic factor (ASCE 7-10 26 8 & Table 26.8-1) K,. = 1 Flat Building height (I BC/CBC, 1609.6.1.1) h = 24 ft I Building length L = 66 ft Building width (I BC/CBC, 1609.6.1.1) B = 57.84 ft Effective area of components (or Solar Panel area) A = 0 tt2 , DESIGN SUMMARY Max building horizontal force normal to building length, L, face = 25.3 kips Max overturning moment at wind normal to building length, L, face = 893.8 ft -kips Max building horizontal force normal to building length, B, face = 22.2 kips Max overturning moment at wind normal to building length, B, face = 876.4 ft-kips Max building upward force = 61.1 kips Max building torsion force = 213.1 ft-kips ANALYSIS Veloci!Y eressure q. = 0.00256 v2 = 23.59 psf where: qs = wind velocity pressure at atandard height of 33 feet (ASCE 7-10 26.5.1, I BC/CBC Figure 1609) Design eressures for MWFRS Pnet = q, K, C00, [ I K,t1 (IBC/CBC, Equation 16-35) where: P = pressure in appropriate zone. Pm,n = 16 psf (ASCE 7-10 28.4.4) K2 = velocity pressure exposure coefficient evaluated at height, h, (Tab. 6-3, Case 1,pg 79) = 0.70 Cnet = Kd [(G Cpt )-(G Cp, )] , (!BC/CBC, 1609.6.2 / Table 1609.6.2. The equation used on following calcs.) Kd = wind directionality factor. (Tab. 26.6-1, for building, page 250) = 0.85 G Cp 1 = product of gust effect factor and external pressure coefficient, see table below. (Fig. 28.4-1, page 300 & 301) G Cp 1 = product of gust effect factor and internal pressure coefficient.(Tab. 26.11-1, Enclosed Building, page 258) = 0.18 or -0.18 P (psi) with P (psi) with Surface z (It) GCp1 -GCp, Surface z (ft) GCpj -GCp1 0-15 5.49 10.20 Side Well All -10.21 -5.50 20 6.18 10.89 24 6.62 11.33 Normal to L Face P (psf)with Normal to B Face P (psf)with Surface z (ft) GCPI -GCp1 Surface z(ft) GCp1 -GCp1 Leeward All -7.96 -3.26 Leeward All -7.65 -2.94 "iii Nonna! to L Face P (psi) with Normal to B Face P (psi) with s: Surface Dist (ft) GCp1 -GCPI Surface Dlst.(ft) GCp1 -GCp1 ~ 0 -12 -12.45 -7.74 0 -12 -12.45 -7.74 "' ,: Roof 24 -12.45 -7.74 Roof 24 -12.45 -7.74 "t:l C 48 -7.96 -3.26 48 -7.96 -3.26 ~ 57.84 -5.72 -1.01 66 -5 72 -1.01 , f •· . •· 0 D 10! tO~ □-:! 0 3 ~ . ~ - ~ ' J CASE 1 CASE 2 CASE 3 CASE 4 Figure 27.4-8, page 271 Page 11 of 124 cont'd Base Forces Normal to L Face Normal to B Face Wind with Anale ASCE-7 Case 1 Case2 Case 1 Case2 Case3 Case 4 Vea .. (kips) 22 16 19 14 30 16 Mease (fl• kips) 894 670 876 657 1328 705 Fig. 27.4-8 MT (fl-kips) 0 162 0 122 0 213 Page 271 Fupward (kips) 27 20 25 19 39 21 V,n;n (kips) 25 25 22 22 36 34 Min wind Fuo.m,n (kips) 61 61 61 61 61 61 Sec. 6.1.4.1 Design pressures for components and cladding □ a= width of edge strips, Fig 28.4-1 , note 9, page 301 , MAX[ MIN(0.1 B, 0.1 L, 0.4h), MIN(0.04B, 0.04L}, 3] 5.78 ft Effective Zone 1 Zone 2 Zone 3 Zone4 Zone 5 Area (ft2) GCp -GCp GC• -GCp GCp -GCp GC• -GC• GCp -GC• Com . 0 0.30 -1.00 0.30 -1.80 0.30 -2.80 0.90 -0.99 0.90 -1.26 (Walls reduced 10 %, Fig. 6-11A note 5.) Comp. & Cladding Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 Pressure Positive Ne alive Po,ltlva Negative Positive Ne ath1e Poai11ve N ative Positive Negative (psi ) 16.00 -16.56 16.00 -27.79 16.00 -41.83 16.00 -16.42 16.00 -20.21 Page 12 of 124 Luis Labrada 809 Bowsprit, Suite 105 Chula Vista, CA 91914 Phone: (619) 370-9515 www.lamareng.com Roof diaphragm wind tributary height 1st. Level diaphragm wind tributary height hep= 1.50 he2= 11.00 he1 = 10.00 h1= 1.00 L= 67.66 B= 57.84 Ft. Ft. Ft. Ft. Ft. Ft. LAMAR I ENGINEERING WIND DISTRIBUTION 2ND. FLOOR Area A hep+ he2l2= 7.00 he2l2 + h1 + he1'2= 11.50 he = he1 + he2 + hr= 22.00 he= hep+hb= 23.50 (*) Max horizontal wind force normal to building length, L, face = * See Wind Analysis for Low-rise Building (Area A) AS D factor = Design wind force normal to bulding length, L, face= Roof Diaphragm Tributary Wind Force = 1st Floor Diaphragm Tributary Wind Force = 25300 Lbs. * 0.6 = (7 Ft./ 23.5 Ft.)• 15180 Lbs.= (11.5 Ft./ 23.5 Ft.)* 15180 Lbs.= Ft. Ft. Ft. Ft. Project: La Costa Engineer: L.F. Date : 03/17/2022 25300 Lbs. 0.6 15180 4522 7429 Lbs. Lbs. Lbs. 22200 Lbs. (*) Max horizontal wind force normal to building length, B, face = * See Wind Analysis for Low-rise Building (Area A) ASD factor = 0.6 Design wind force normal to bulding length, B, face= Roof Diaphragm Tributary Wind Force = 1st Floor Diaphragm Tributary Wind Force= 22200Lbs. • 0.6 = 13320 Lbs. (7 Ft. / 23.5 Ft.) • 13320 Lbs. = (11 .5 Ft./ 23.5 Ft.)• 13320 Lbs. = 3968 6518 Lbs. Lbs. Page 13 of 124 Luis Labrada 809 Bowsprit, Suite 105 Chula Vista, CA 91914 Phone: (619) 370-9515 www.lamareng.com Level Roof 1st Floor Level Roof 1st Floor LAMAR IIENGINEERING AREAA Y-Y SEISMIC-WIND DESIGN FORCES COMPARISON Area (Ft2) Seismic Cumulative Wind Load Cumulative Loads (Lbs) Load (Lbs) (Lbs) Load (Lbs) 3102 22037 22037 4522 4522 2824 13680 35717 7429 11950 X-X SEISMIC-WIND DESIGN FORCES COMPARISON Area Seismic Cumulative Wind Load Cumulative Loads (Lbs) Load (Lbs) (Lbs) Load (Lbs) 3102 22037 22037 3968 3968 2824 13680 35717 6518 10486 Project: La Costa Engineer: L.F. Date : 03/17/2022 Govern Load per sq. ft (lb/ft2) Seismic 7.10 Seismic 4.84 Govern Load per sq. ft (lb/ft2) Seismic 7.10 Seismic 4.84 Page 14 of 124 -0 Q) <O (I) ~ (JI !:?. ~ N .:,. Luis Labrada 809 Bowsprit, Suite 105 Chula Vista, CA 91914 Phone: (619) 370-9515 www.lamareng.com Shear Area Load Line Desig. [Lbslfti 1 A 7.10 2 A 7.10 3 A 7.10 4 A 7.10 4' A 7.10 5 A 7.10 6 A 7.10 8 A 7.10 9 A 7.10 10 A 7.10 11 A 7.10 Trib. Shear Above TYP. Area Level Force [Fr:1 [Lbs] Shear [lbs] Seismic 138 980 0 Seismic 141 1002 0 Seismic 110 781 0 Seismic 200 1421 0 Seismic 78 554 0 Seismic 385 2735 0 Seismic 146 1037 0 Seismic 828 5882 0 Seismic 440 3126 0 Seismic 248 1762 0 Seismic 392 2785 0 LAMAR ll~NGINEERING Design Wood Shear Wall Hardy Frame Shear Total Unit Shear Total Force Length Shear Wall Sizes Capacity Quantity Capacity [lbs] l'ftl n ..... .rt~ ID [lbs] n .._, ROOF LEVEL Y-Y 980 3.00 327 3 See Shearwall Reduction Spreadsheet 1002 8.08 124 1 N.A. --- 781 2.00 WSWH24X10 N.A. --- 1421 2.00 WSWH 24X10 N.A. --- 554 5.50 101 1 N.A. --- 2735 11.84 231 1 N.A. --- 1037 20.25 51 1 N.A. --- 5882 22.33 263 2 N.A. --- 3126 12.75 245 1 N.A. --- 1762 8.42 209 1 N.A. --- 2785 5.92 470 3 N.A. --- Uplift [lbs] 3597 758 - - 717 1480 -939 1411 1558 1589 4487 Project: La Costa Engineer: L.F. Date : 03/17/2022 Floor to Floor Strap or Holdown MSTC-48-83 MST48 w/(32) 16d Comm. Nails Total - - MST48 w/(32) 16d Comm. Nails Total MST48 w/(32) 16d Comm Nails Total No Strap Required MST48 w/(32) 16d Comm. Nails Total or MSTC-48-83 MST48 w/(32) 16d Comm. Nails Total MST48 w/(32) 16d Comm. Nails Total MST60 w/(46) 16d Comm. Nails Total "O Ill cc (1) ~ 0) a ~ N .i. Luis Labrada 809 Bowsprit, Suite 105 Chula Vista, CA 91914 Phone: (619) 370-9515 www.lamareng.com 2 A 4.84 3 A 4.84 4 A 4.84 4' A 4.84 5 A 4.84 6 A 4.84 7 A 4.84 8 A 4.84 9 A 4.84 10 A 4.84 11 A 4.84 13 A 4.84 Seismic Seismic Seismic Seismic Seismic Seismic Seismic Seismic Seismic Seismic Seismic Seismic 121 586 1002 376 1821 1762 202 978 1421 47 228 554 235 1138 2735 162 785 1037 313 1516 2941 34 165 2941 640 3100 3126 203 983 1762 322 1560 2785 189 916 0 LAMAR IIENGINEERING 1ST FLOOR LEVEL Y-Y 1588 8.08 197 1 N.A. 3583 3.00 WSWH24X10 N.A. WSWH 12X10 2399 2.00 WSWH24X10 N.A. 782 5.50 142 1 N.A. 3873 11.84 327 2 NA 1822 20.25 90 1 NA 4457 12.58 354 3 NA 3106 9.75 319 2 NA 6226 17.00 366 3 NA 2745 8.42 326 2 NA 4345 5.92 734 5 NA 916 1.50 WSWH 18X10 NA --- --- --- --- --- --- --- --- --- --- --- --- 1489 23965 15924 1179 2490 -570 2701 2756 2409 2382 7641 - Project: La Costa Engineer: L.F. Date: 03/17/2022 HDU2-SDS2.5 w/ 5/8" Thr. Rod WSWH-AB High Strength WSWH-AB High Strength HDU2-SDS2.5 w/ 5/8" Thr. Rod HDU2-SDS2.5 w/ 5/8" Thr. Rod HDU2-SDS2.5 w/ 5/8" Thr. Rod HDU2-SDS2.5 w/ 5/8" Thr. Rod HDU2-SDS2.5 w/ 5/8" Thr. Rod HDU2-SDS2.5 w/ 5/8" Thr. Rod HDU2-SDS2.5 w/ 5/8" Thr. Rod HDU11-SDS2.5 w/ 1" Thr. Rod - 7J Ql co ~ ~ --J a ~ ~ Luis Labrada 809 Bowsprit, Suite 105 Chula Vista, CA 91914 Phone: (619) 370-9515 www.lamareng.com Shear Area Load Line Desig. [Lbs/Ft2] A' A 7.10 B A 7.10 C A 7.10 D A 7.10 E A 7.10 F A 7.10 G A 7.10 H A 7.10 I A 7.10 Above Trib. Shear Level TYP. Area Force [Ft2] Shear [Lbs] [Lbs) Seismic 247 1755 0 Seismic 202 1435 0 Seismic 598 4248 0 Seismic 420 2984 0 Seismic 408 2899 0 Seismic 643 4568 0 Seismic 324 2302 0 Seismic 154 1094 0 Seismic 100 710 0 LAMAR ll~NGINEERING Design Wood Shear Wall Shear Force Total Unit Shear [Lbs] Length Shear Wall Sizes [Ft] [Lbs/Ft] ID ROOF LEVEL X-X 1755 24.16 73 1 N.A. 1435 24.33 59 1 N.A. 4248 14.16 300 2 N.A. 2984 22.25 134 1 N.A. 2899 28.50 102 1 N.A. 4568 20.58 222 1 N.A. 2302 11.16 206 1 N.A. 1094 15.84 69 1 N.A. 710 5.66 126 1 N.A. Hardy Frame Capacity Total Quantity Capacity [Lbs] [Lbs] --- --- --- --- --- --- --- --- --- Uplift [Lbs) -2496 -1154 -759 873 -3033 -442 1925 -1821 340 Project: La Costa Engineer: L.F. Date : 03/17/2022 Floor to Floor Strap or Holdown HDU2-SDS2.5 w/ 5/8" Thr. Rod MST48 w/(32) 16d Comm. Nails Total or No Holdown Required HDU2-SDS2.5 w/ 5/8" Thr Rod MST48 w/(32) 16d Comm. Nails Total or MSTC48-B3 MST48 w/(32) 16d Comm. Nails Total MST48 w/(32) 16d Comm. Nails Total MST48 w/(32) 16d Comm. Nails Total MST48 w/(32) 16d Comm. Nalls Total MST48 w/(32) 16d Comm. Nails Total " O> (0 CD ~ Cl) Q. ~ N ~ Luis Labrada 809 Bowsprit, Suite 105 Chula Vista, CA 91914 Phone: (619) 370-9515 www.lamareng.com A A 4.84 B A 4.84 E A 4.84 F A 4.84 G A 4.84 H A 4.84 I A 4.84 Seismic 541 2621 3751 Seismic 408 1976 3076 Seismic 1163 5634 6493 Seismic 338 1637 4568 Seismic 202 978 2302 Seismic 140 678 1094 Seismic 100 484 710 LAMAR IIENC_INEERING 1ST FLOOR LEVEL X-X 6372 23.66 269 2 N.A. 5053 12.50 404 3 N.A. 12126 33.50 362 3 N.A. 6205 17.00 365 3 N.A. 3280 8.00 410 3 N.A. 1772 9.00 197 1 N.A. 1195 10.00 119 1 N.A. --- --- --- --- --- --- --- 973 3559 2875 2908 4355 -476 423 Project: La Costa Engineer: L.F. Date : 03/17/2022 HDU2-S0S2.5 w/ 5/8" Thr. Rod HOU4-S0S2.5 w/ 5/8" Thr. Rod HDU2-S0S2.5 w/ 5/8" Thr. Rod HDU2-S0S2.5 w/ 5/8" Thr. Rod HDU4-S0S2.5 w/ 5/8" Thr. Rod HDU2-S0S2.5 w/ 5/8" Thr. Rod HDU2-S0S2.5 w/ 5/8" Thr Rod Luis Labrada 809 Bowsprit, Suite 105 Chula Vista, CA 91914 Phone: (619) 370-9515 www.lamareng.com Line= 1 Level= Roof B= 3.00 D = 9.50 Ft. (Width) Ft. (Height) LAMAR IIENGINEERING EXAMPLE HOLDOWN DESIGN F L= 0.67 Ft. (Tributary Width) Sds = Cs= Shear/ft= Roof DL (t) = Wall DL (w) = Floor DL (f) = 0.79 0.12 124 15.00 19.00 14.00 Lbs/Ft lbs/sq.ft lbs/sq.ft lbs/sq.ft F = Shear/ft x B = 124Ibs/ft. * 3ft. = ToL =BxLxt = WoL = B x D x w = Fol= B x L x f = 372 30 542 0 Lbs. Lbs. Lbs. Lbs. Roof Dead Load Wall Dead Load Floor Dead Load B lMA = 0 = (F x D+ WDL x 0/2 x Cs) -(0.9-0.2 x Sds) x (TDL+WDL+ FOL) x B/2 -FHD x (B-0.5) 1285 Lbs HOLDOWN HDU2-SDS2.5 w/ 5/8" Thr. Rod Allowable Capacity = 3075 lbs 1285 Lbs. < 3075 Lbs. OK Use: HDU2-SDS2.5 w/ 5/8" Thr. Rod Project: La Costa Engineer: L.F. Date : 03/17/2022 D Page 19 of 124 "1J Q) <O CD "' 0 a ~ Luis Labrada 809 Bowsprit, Suite 105 Chula Vista, CA 91914 Phone: (619) 370-9515 www.lamareng.com ROOF DL (t) = 15.00 lbs/sq.ft FLOOR DL (f) = 14.00 lbs/sq.ft EXT. WALL DL (w) = 19.00 lbs/sq.ft INT. WALL DL (w) = 10.00 lbs/sq.ft WRF Line B[Ft] H[Ft] L[Ft] [Lbs] 1 3.00 9.50 0.67 30 2 8.08 9.50 0.67 81 3 1.50 9.50 0.67 15 4 1.50 9.50 1.33 30 4' 5.50 9.50 1.33 110 5 11.84 9.50 1.33 236 6 20.25 9.50 1.33 404 8 9.75 9.50 11.33 1657 9 12.58 9.50 1.33 251 10 8.42 9.50 0.67 85 11 5.92 9.50 2.00 178 Wot. (Lbs} 542 1458 271 271 993 2137 3655 1760 2271 1520 1069 LAMAR ll~NCINEERING HOLDOWN DESIGN Sos = 0.794 Cs = 0.122 Wn. Shear UpllftFHo Ho/down [Lbs} [Lbs/Ft] [Lbs} Strap ROOF LEVEL Y-Y 0 327 3597 MSTC48-B3 1 124 758 MST48 w/(32) 16d Comm. Nails Total 2 391 NO #N/A UPLIFT 3 710 NO #N/A UPLIFT 4 101 717 MST48 w/(32) 16d Comm. Nails Total 5 231 1480 MST48 w/(32) 16d Comm. Nails Total 6 51 -939 No Strap Required 263 1411 MST48 w/(32) 16d Comm. Nails Total 7 MSTC48-B3 8 245 1558 MST48 w/(32) 16d Comm. Nails Total 9 209 1589 MST48 w/(32) 16d Comm. Nails Total 470 4487 MST60 w/(46) 16d Comm. Nails Total 10 MSTC66-B3 Project: La Costa Engineer: L.F. Date : 03/17/2022 Capacity [Lbs} Status 3975 OK 3950 OK #N/A #N/A #N/A #N/A 3950 OK 3950 OK 0 OK 3950 OK 3975 OK 3950 OK 3950 OK 6235 OK 4505 OK -0 Ill <O (1) ~ a ~ N -I> Luis Labrada 809 Bowsprit, Suite 105 Chula Vista, CA 91914 Phone: (619) 370-9515 www.lamareng.com 2 8.08 10.00 3 1.00 10.00 4 2.00 10.00 4' 5.50 10.00 5 11.84 10.00 6 20.25 10.00 7 12.58 10.00 8 9.75 10.00 9 17.00 10.00 10 8.42 10.00 11 5.92 10.00 - 1.33 161 1535 0.67 10 190 1.33 40 380 1.33 110 1045 1.33 236 2250 0.67 204 3848 1.33 251 2390 0.00 0 1853 1.33 339 3230 6.00 758 1600 0.67 59 1125 LAMAR IIENGINEERING HOLDOWN DESIGN 1ST FLOOR LEVEL Y-Y 150 197 1489 HDU2-SDS2.5 w/ 5/8" Thr. Rod 9 1194 23965 WSWH-AB High Strength 37 1200 15924 WSWH-AB High Strength 102 142 1179 HDU2-SDS2.5 w/ 5/8" Thr. Rod 220 327 2490 HDU2-SDS2.5 w/ 5/8" Thr. Rod 190 90 -570 HDU2-SDS2.5 w/ 5/8" Thr. Rod 234 354 2701 HDU2-SDS2.5 w/ 5/8" Thr. Rod 0 319 2756 HDU2-SDS2.5 w/ 5/8" Thr. Rod 317 366 2409 HDU2-SDS2.5 w/ 5/8" Thr. Rod 707 326 2382 HDU2-SDS2.5 w/ 5/8" Thr. Rod 56 734 7641 HDU11-SDS2.5 w/ 1" Thr. Rod Project: La Costa Engineer: L.F. Date: 03/17/2022 3075 OK 34100 OK 34100 OK 3075 OK 3075 OK 3075 OK 3075 OK 3075 OK 3075 OK 3075 OK 9335 OK "'C Q) <O (1) N N s. N ~ Luis Labrada 809 Bowsprit, Suite 105 Chula Vista, CA 91914 Phone: (619) 370-9515 www.lamareng.com Line B[Ft] H(Ft] A' 24.16 9.50 B 12.08 9.50 C 14.16 9.50 D 4.42 9.50 E 28.50 9.50 F 9.16 9.50 G 4.66 9.50 H 15.84 9.50 I 5.66 9.50 - WRF WDL L[Ft] [Lbs] [Lbs] 6.25 2265 4361 7.42 1345 2180 18.00 3823 2556 6.50 431 798 7.00 2993 5144 20.50 2817 1653 0.67 47 841 8.60 2043 2859 10.00 849 1022 - LAMAR IIENGINEERING HOLDOWN DESIGN WFL Shear UpliftFHD Ho/down [Lbs] [Lbs/Ft] [Lbs] Strap ROOF LEVEL X-X 2114 73 -2496 HDU2-SOS2.5 w/ 5/8" Thr. Rod 1255 59 -1154 MST48 w/(32) 16d Comm. Nails Total MSTC48-B3 3568 300 -759 HDU2-SOS2.5 w/ 5/8" Thr. Rod MST48 w/(32) 16d Comm. Nails Total 402 134 873 HDU2-SOS2.5 w/ 5/8" Thr. Rod MSTC48-B3 2793 102 -3033 MST48 w/(32) 16d Comm. Nails Total 2629 222 -442 MST48 w/(32) 16d Comm. Nails Total 44 206 1925 MST48 w/(32) 16d Comm. Nails Total 1907 69 -1821 MST48 w/(32) 16d Comm. Nails Total 792 126 340 MST48 w/(32) 16d Comm. Nails Total - Project: La Costa Engineer: L.F. Date : 03/17/2022 Capacity Status [Lbs] 3075 OK 3950 OK 3975 OK 3075 OK 3950 OK 3075 OK 3975 OK 3950 OK 3950 OK 3950 OK 3950 OK 3950 OK -0 Q) (C (1) N (,.) a ~ N -I>- Luis Labrada 809 Bowsprit, Suite 105 Chula Vista, CA 91914 Phone: (619) 370-9515 www.lamareng.com A 23.66 10.00 B 6.00 10.00 E 7.42 10.00 F 5.58 10.00 G 4.66 10.00 H 15.84 10.00 I 5.66 10.00 0.75 7.33 6.67 12.10 0.00 8.40 8.66 ---- 266 660 742 1013 0 1996 735 4495 248 1140 616 1410 693 1060 945 885 0 3010 1863 1075 686 LAMAR IIENGINEERING HOLDOWN DESIGN 1ST FLOOR LEVEL X-X 269 973 HDU2-S0S2.5 w/ 5/8" Thr. Rod 404 3559 HDU4-S0S2.5 w/ 5/8" Thr. Rod 362 2875 HDU2-SDS2.5 w/ 5/8" Thr. Rod 365 2908 HDU2-S0S2.5 w/ 5/8" Thr. Rod 410 4355 HDU4-S0S2.5 w/ 5/8" Thr. Rod 197 -476 HDU2-SDS2.5 w/ 5/8" Thr. Rod 119 423 HDU2-S0S2.5 w/ 5/8" Thr. Rod Project: La Costa Engineer: L.F. Date: 03/17/2022 3075 OK 4565 OK 3075 OK 3075 OK 4565 OK 3075 OK 3075 OK Luis Labrada 809 Bowsprit, Suite 105 Chula Vista, CA 91914 Phone: (619) 370-9515 www.lamareng.com LAMAR I ENGINEERING Project: La Costa Engineer: L.F. Date: 03/17/2022 SHEARWALL REDUCTION • EXAMPLE B D REF. CBC TABLE 2306.4.1 B = WALL WIDTH D = WALL HEIGTH R = 0/ B IF: R >2, Wall need reduction Limit: R<3.5 (max aspect ratio) Aspect Ratio Factor (WSP) = 1.25-0.1 25 0/ B (SDPWS2015 -Section 4.3.4.2) Shear Wall [Type #] = Capacity [Lbs/Ft] } Capacity x Aspect ratio Factor= Shear Capacity Reduction [Lbs/Ft] --+ SHEAR CAPACITY OF & B= D= R= Shear Cap. Reduction [LbaJFt) 3.00 8.00 2.67 Ft. (Width) Ft. (Height) Ft. (Height) > EXAMPLE 2.67 2.67 ASPECT RATIO FACTOR= 1.25 -0.125*O/B = 0.92 REF. CBC TABLE 2306.4.1 SHEAR WALL TYPE '1' = 260 Lbs.IF! } 260.0 Lbs/Ft. x 0.92 = 238 Lbs.IF I 238 Lbs./Ft > Shear Line Design [Lbs.IF!] > < - 59 2.00 3.50 Need Reduction OK Max Aspect Ratio SHEAR CAPACITY OF & Lbs./Ft OK Page 24 of 124 -0 Ill cc CD I\J CJ'I 2. ~ I\J ~ Luis Labrada 217 Landis Avenue Chula Vista, CA 91910 P (619) 370-9515 www.lamareng.com Line Level 1 Roof D [ft.] B [ft.] Ratio 9.5 3.00 3.17 LAMAR ll~NGINEERl~G INDIVIDUAL FULL-HEIGHT WALL SEGMENT (SDPWS2015 SECTION 4.3.4.2) Max Aspect Reduction Shear Line Shear Reduction Ratio Factor Design [lbs/ft] Need Reduction OK 0.85 327 Shear Wall [Type) / Capacity [lbs/ft] 3 I 550 Project: La Costa Engineer: L.F. Date : 03/17/2022 Shear capacity Reduction [lbs/ft] 470 • • • I APPENDIX II Beam Calculations Page 26 of 124 . . . Luis Labrada 809 Bowsprit, Suite 105 LAMAR Project: La Costa Chula Vista, CA 91914 Engineer: L.F. Phone: (619) 370-9515 I ENGINEERING Date: 03/17/2022 www.lamareng.com LOAD ESTIMATES DEAD LOADS 1) ROOF Asphalt Shingle 6.0 1 /2" OSB Sheathing 1.5 5/8" Thick Drywall 3.2 Insulation 1.0 11 7/8" BCI 6500 1.8-DF 2.6 Misc. 0.7 Total 15.0 Lb/Sq.ft 2) FLOOR Wood Flooring 4.0 3/4" Plywood Sub Floor 2.3 5/8" Thick Drywall 3.2 Insulation 1.0 11 7/8" BCI 6500 1.8-DF 2.6 Misc. 0.9 Total 14.0 Lb/Sq.ft 3) EXTERIOR WALL Studs 2X6@ 16" O.C. 2.0 Stucco 10.0 1/2" OSB Sheathing 1.5 5/8" Thick Drywall 3.2 Insulation 1.0 Misc. 1.3 Total 19.0 Lb/Sq.ft 4) INTERIOR WALL Studs 2X4@ 16" O.C. 1.5 5/8" Thick Drywall 3.2 Insulation 1.0 5/8" Thick Drywall 3.2 Misc. 1.1 Total 10.0 lb/Sq.ft LIVE LOADS ROOF= 20.0 lb/sq.ft FLOOR = 40.0 lb/sq.ft DECK= 60.0 lb/sq.ft Page 27 of 124 Luis Labrada 809 Bowsprit, Suite 105 Chula Vista, CA 91914 Phone: (619) 370-9515 www.lamareng.com 5) 6) ROOF= FLOOR = DECK= DECK 2 X 10 F.J@ 16" O.C. 5/8" Plywood Sub Floor 5/8" Thick Dry Wall Insulation Dex o Tex Misc. Total 6X INTERIOR WALL Studs 2X6@ 16" O.C. 5/8" Thick Drywall Insulation 5/8" Thick Drywall Misc. Total 20 .0 40.0 60.0 lb/sq.ft lb/sq.ft lb/sq.ft ~MA :NGINEER LOAD ESTIMATES DEAD LOADS 3.3 2.0 3.2 1.0 2.5 1.0 13.0 2.0 3.2 1.0 3.2 0.6 10.0 LIVE LOADS Project: La Costa Engineer: L.F. Date: 03/17/2022 Lb/Sq.ft Lb/Sq.ft Page 28 of 124 @~-:...,~---.. ~ BC CALC® Member Report s·uild '8104 Job name: La Costa -Luis Labrada Filename: Joist Address: City, State, Zip: Customer: Code reports: ESR-1336 Member Summary Design Description Design Roof Rafter Disclosure Results Product Passed 11-7/8" BCI® 6500-1.8 OF Specifier: Designer: Company: Lucas Florian GED Consultants I PASSED ] March 17, 2022 17:49:01 Plies Control Live Load Deflection 79.0% Use of the Boise Cascade Software is subject to the terms of the End User License Agreement (EULA). Completeness and accuracy of input must be reviewed and verified by a qualified engineer or other appropriate expert to assure its adequacy, prior to anyone relying on such output as evidence of suitability for a particular application. The output here is based on building code-accepted design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALC®, BC FRAMER®, AJS™, ALLJOIST®, BC RIM BOARD™, BCI®, BOISE GLULAM™, BC FloorValue®, VERSA-LAM®, VERSA-RIM PLUS®, VERSA-RIM®, VERSA-STRAND®, VERSA-STUD® are trademarks of Boise Cascade Wood Products L.L.C. Page 29 of 124 Page 1 of 2 ~ Bobe Cncadl' ~ ~ lNOIHIIRIOWDODMOOUCJI == . BC CALC® Member Report Description: Single 11-7/8" BCI® 6500-1.8 DF Roof Rafter (Joist) March 17, 2022 17:49:01 This report has a cover page. See the cover page(s) for project data and important information regarding this analysis and product installation. T . 23-05-00 B1 Total Horizontal Product Length = 24-04-00 Reaction Summary (Down/ Uplift) (lbs) Bearing Live Dead Snow Wind B1 , 5-1/2" 213 / 0 B2,5-1/2" 213 /0 . Load Summary Tag Description Load Type Ref. Start End 1 Standard Load Unf. Area (lb/ft2) L 00-00-00 24-04-00 Controls Summary Value %Allowable Duration Pos. Moment 3057 ft-lbs 54.4% 125% End Reaction 537Ibs 30.1% 125% End Shear 517Ibs 24.7% 125% Total Load Deflection U367 (0.769") 65.3% n\a Live Load Deflection U608 (0.465") 79.0% n\a Max Deft. 0.769" 76.9% n\a Span / Depth 23.8 %Allow ¾Allow Bearing Sueeorts Dim. (LxW) Value Support Member B1 Wall/Plate 5-1 /2" X 2-9/16" 537Ibs 6.1% 30.1% B2 Wall/Plate 5-1/2" X 2-9/16" 537Ibs 6.1% 30.1% BC FloorValue® Summary BC FloorValue®: .__ _ __.'--__ __._ __ __, Subfloor: 1/2" OSB, Glue+ Nail Minimum Enhanced Premium Subfloor Rating: See Cautions Controlling Location: 12-02-00 Cautions The selected subfloor was not found in the database and has not been evaluated. Notes Design meets Code minimum (L/240) Total load deflection criteria. Design meets User specified (U480) Live load deflection criteria. Design meets arbitrary (1 ") Maximum Total load deflection criteria. BC CALC® analysis is based on IBC 2009. Live Dead Loe. 100% 90% Top 13 Case Location 1 12-02-00 1 00-00-00 00-05-08 1 12-02-00 2 12-02-00 1 12-02-00 Material Douglas Fir Douglas Fir Composite El value based on 1/2" thick OSB sheathing glued and nailed to member. Design based on Dry Service Condition. Calculations assume member is fully braced. Page 2 of 2 ,- Roof Live 324 / 0 324 / 0 Snow Wind 115% 160% Roof Live 125% 20 Page 30 of 124 B2 ocs 16 @~~:.,-W~ .. la§§ BC CALC® Member Report s·uild 08104 Job name: La Costa -Luis Labrada File name: Joist Address: City, State, Zip: Customer: Code reports: ESR-1336 Member Summary Design Description Design Floor Joist Disclosure Results Product Passed 11-7/8" BCI® 6500-1 .8 OF Specifier: Designer: Company: Lucas Florian GED Consultants IPASSED I March 17, 202217:48:46 Plies Control 1 Live Load Deflection 61 .1 % Use of the Boise Cascade Software is subject to the terms of the End User License Agreement (EULA). Completeness and accuracy of input must be reviewed and verified by a qualified engineer or other appropriate expert to assure its adequacy, prior to anyone relying on such output as evidence of suitability for a particular application. The output here is based on building code-accepted design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALC®, BC FRAMER®, AJS™, ALLJOIST®, BC RIM BOARD™, BCI®, BOISE GLULAM™, BC FloorValue®, VERSA-LAM®, VERSA-RIM PLUS®, VERSA-RIM®, VERSA-STRAND®, VERSA-STUD® are trademarks of Boise Cascade Wood Products L.L.C. Page 31 of 124 Page 1 of 2 ~BolseCa-" ~ \2til' PiOIHWIIOWOOOIIIIIOOUCTI == . Single 11-7/8" BCI® 6500-1.8 DF Floor Joist (Joist) §sseo l BC CALC® Member Report March 17, 2022 17:48:46 Description: This report has a cover page. See the cover page(s) for project data and important information regarding this analysis and product installation. r r • 1 • T . T . T . X 17-10-00 81 Total Horizontal Product Length= 17-10-00 Reaction Summary (Down/ Uplift) (lbs) Bearing Live Dead Snow Wind 81 ,5-1/2" 476/0 178/0 82,5-1/2" 476/0 178 /0 Load Summary Live Dead Tag Description Load Type Ref. Start End Loe. 100% 90% 1 Standard Load Unf. Area (lb/ft2) L 00-00-00 17-10-00 Top 40 15 Controls Summary Value %Allowable Duration Case Location Pos. Moment 2662 ft-lbs 59.2% 100% 1 08-11-00 End Reaction 654Ibs 45.9% 100% 00-00-00 End Shear 620Ibs 37.0% 100% 00-05-08 Total Load Deflection L/571 (0.358") 42.0% n\a 1 08-11-00 Live Load Deflection L/785 (0.261 ") 61 .1% n\a 2 08-11-00 Max Defl. 0.358" 35.8% n\a 1 08-11-00 Span I Depth 17.2 %Allow %Allow Bearing Sueeorts Dim. !LxW) Value Support Member Material 81 Wall/Plate 5-1/2" X 2-9/16" 654Ibs n\a 45.9% Unspecified 82 Wall/Plate 5-1 /2" X 2-9/16" 654Ibs n\a 45.9% Unspecified BC FloorValue® Summary BC FloorValue®: Subfloor: 3/4" Doug Fir Plywood, Glue + Nail Minimum Enhanced Premium Subfloor Rating: Premium Controlling Location: 08-11-00 Notes Design meets Code minimum (L/240) Total load deflection criteria. Design meets User specified (L/480) Live load deflection criteria. Design meets arbitrary ( 1 ") Maximum Total load deflection criteria. BC CALC® analysis is based on IBC 2009. Composite El value based on 3/4" thick Douglas Fir plywood sheathing glued and nailed to member. Design based on Dry Service Condition. Calculations assume member is fully braced. Page 2 of 2 -T T . • l 82 Roof Live Snow Wind Roof ocs Live 115% 160% 125% 16 Page 32 of 124 Luis Labrada 809 Bowsprit, Suite 105 Chula Vista, CA 91914 Phone: (619) 370-9515 www.lamareng.com RB301 z r y Units = ft RB302 RB301 z r y Units = ft LAMAR I ENGINEERING ROOF BEAM 01 ROOF BEAM Use: r-: <( 0.7 ► 12.6 ROOF DL 1 = 15psf *1 ft= 10.5 Lbs/ft Lr1 = 20psf •o. 7ft = 14 Lbs/ft Use: Project: La Costa Engineer: L.F. Date : 03/17/2022 VERSALAM 3100 5.25"X11.875" VERSALAM 3100 5.25"X11.875" r-: ----02 6.1 ► 115 ► 6.1 13.4 ROOF DL 1 = 15psf *6.1 ft = 91.5 Lbs/ft L-c..::...:....:....;._,_ _ _.__..c:..:.__.1-_9_0----1. __ o_,._ _ __._,.._[L_b....!Js] Lr1 = 20psf *6.1ft = 122 Lbs/ft RB303 ROOF BEAM 01 z r y Units= ft ROOF DL2 = 15psf *11 .5ft = 172.5 Lbs/ft Lr2 = 20psf *1 1.5ft = 230 Lbs/ft Use: 10.6 13.2 ROOF DL 1 = 15psf *10.6ft = 159 Lbs/ft Lr1 = 20psf *10.6ft = 212 Lbs/ft VERSALAM 3100 5.25"X11.875" Page 33 of 124 Luis Labrada 809 Bowspirit, Suite 105 t hulaVist~. CA 91914 Phone: (619) 370-9515 www.lamareng.com Multiple Simple Beam ,.,, .. Project Title: Engineer: Project ID: Project Descr: "File: La Costa.ec6 Software copyright ENERCALC, INC 1983-2020, Build:12.20.2.28 Description : RB301-2-3 Wood Beam Design : RB301 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 5.25x11.875, VersaLam, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Boise Cascade Wood Grade : Versa Lam 3100 Wood Species : Fb -Tension Fb-Compr 3100 psi Fe -Prll 3000 psi Fv 285 psi Ebend-xx 2000 ksi 3100 psi Fe -Perp 750 psi Ft 2100 psi Eminbend -xx 1,036.83 ksi Density 41 .76 pcf Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.01050, Lr= 0.0140 k/ft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = fb : Actual : Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : 0.022; 1 81 . 92 psi at 6.290 ft in Span # 1 3,765.69 psi +D+Lr+H 0.015: 1 5.46 psi at 11.616 ft in Span# 1 356.25 psi +D+Lr+H Q b. Yi. Max Reactions (k) Left Support 0.18 !,r 0.09 0.09 Right Support 0.18 12.580 ft Max Deflections Transient Downward 0.005in 9999 LC: Lr Only Ratio Transient Upward 0.000 in Ratio 9999 LC: Total Downward Ratio 0.016 in 9169 Total Upward Ratio LC: +D+Lr+H 0.000 in 9999 LC: Wood Beam Design : RB302 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 5.25x11 .875, VersaLam, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Boise Cascade Wood Grade : Versa Lam 3100 Wood Species : Fb -Tension Fb-Compr 3100 psi Fe -Prll 3000 psi Fv 285 psi Ebend-xx 2000 ksi 3100psi Fc-Perp 750psi Ft 2100psi Eminbend-xx530120482ksi Density 41 .76 pcf Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.09150, Lr = 0.1220 k/ft, Trib= 1.0 ft Unif Load: D = 0.1725, Lr= 0.230 k/ft, 0.0 to 7.330 ft, Trib= 1.0 ft Point: D = 0.120, Lr= 0.090 k @ -6.080 ft Design Summary Max fb/Fb Ratio = fb : Actual : Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : 0.142; 1 540.45 ps, at 3,815.89 psi +D+Lr+H 0.166: 1 59.06 psi at 356.25 psi +D+Lr+H Q b. Max Reactions (k) Left Support 2.20 bl: 2.50 0.91 Right Support 0.66 0.000 ft in Span# 2 6.080 ft in Span# 1 Yi. l:i 6.080 ft ..... t Max Deflections Transient Downward 0.040in 3618 Ratio Transient Upward Ratio LC: Lr Only -0.000 in 9999 LC: Lr Only ' ---j Total Downward Ratio 0.088 in 1654 LC: +D+Lr+H Total Upward -0.001 in Ratio 9999 LC: +D+Lr+H Page 34 of 124 Luis Labrada 809 Bowspirit, Suite 105 ' Chula.Vista, CA 91914 Phone: (619) 370-9515 www.lamareng.com Multiple Simple Beam , ..... Wood Beam Design : RB303 BEAM Size: Project Title: Engineer: Project ID: Project Descr: Software copyright ENERCALC, INC. 1983-2020, Build·12.20.2.28 Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 5.25x11.875, VersaLam, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Boise Cascade Wood Grade : Versa Lam 3100 Wood Species : Fb -Tension Fb -Compr 3100 psi Fe -Prll 3000 psi Fv 285 psi Ebend-xx 2000 ksi 3100psi Fc-Perp 750psi Ft 2100psi Eminbend -xx530120482ksi Density 41 .76 pcf Applied Loads Beam self weight calculated and added to loads Unifload: D=0.1590, Lr=0.2120k/ft, Trib=1.0ft Design Summary Max fb/Fb Ratio = fb : Actual ; 0.218 ; 1 819.16 psi at 3,759.09 psi +D+Lr+H Fb ; Allowable ; Load Comb ; Max fv/FvRatio = fv ; Actual : Fv : Allowable : Load Comb ; Max Reactions (k) Left Support Right Support 0.148 : 1 52.56 psi at 356.25 psi +D+Lr+H Q J. 1.17 1.17 J.r 1.39 1.39 6.580 ft in Span # 1 0.000 ft in Span# 1 !::! Max Deflections Transient Downward 0.098in 1608 Ratio Transient Upward Ratio LC: Lr Only 0.000 in 9999 LC: Total Downward Ratio 0.180 in 876 Total Upward Ratio LC: +D+Lr+H 0.000 in 9999 LC: Page 35 of 124 Luis Labrada 809 Bowsprit, Suite 105 Chula Vista, CA 91914 Phone: (619) 370-9515 www.lamareng.com RB304 z r y Units= ft RB305 z r y Units = ft LAMAR I ENGINEERING ROOF BEAM 01 ROOF BEAM RB304 8.1 Use: 8.8 ROOF DL 1 = 15psf *18ft = 273 Lbs/ft Lr1 = 20psf *18.2ft = 364 Lbs/ft Use: 11.3 ► 15.3 ROOF DL 1 = 15psf *11 .3ft = 169.5 Lbs/ft '--R_B_3_0_4_._ _ _._ __ ,._ _ __,_ __ _._ __ .,_[,._L_bs__,_,] Lr1 = 20psf *1 1.3ft = 226 Lbs/ft RB306 z r y Units= ft ROOF BEAM 01 113 ROOF Use: 1.5 •--► DL 1 = 15psf *1 .5ft = 22.5 Lbs/ft Lr1 = 20psf *1 .5ft = 30 Lbs/ft Project: La Costa Engineer: L.F. Date : 03/17/2022 VERSALAM 3100 5.25x11.875" VERSALAM 3100 5.25x11.875" 6X8 D.F. #2 Page 36 of 124 Luis Labrada 809 Bowspirit, Suite 105 thula'Vista, CA 91914 Phone: (619) 370-9515 www.lamareng.com Multiple Simple Beam ...... Description : RB304-5-6 Wood Beam Design : RB304 BEAM Size : Project Title: Engineer: Project ID: Project Descr: File: a Costa.ec6 Software copyright ENERCALC, INC 1983-2020, Build:12.20.2.28 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 5.25x11 .875, Versalam, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Boise Cascade Wood Grade : Versa Lam 3100 Wood Species : Fb -Tension Fb-Compr 3,100.0 psi Fe -Prll 3,000.0 psi Fv 285.0 psi Ebend-xx 2,000.0 ksi 3,100.0 psi Fe -Perp 750.0 psi Ft 2,100.0 psi Eminbend -xx 1,036.83 ksi Density 41 .760 pct Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.2730, Lr= 0.3640 k/ft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = fb : Actual : 0.160;1 609. 71 psi at 3,803.81 psi +D+Lr+H Fb : Allowable : Load Comb : Max fvlFvRatio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support 0.151: 1 53.79 psi at 356.25 psi +D+Lr+H Q !. 1.27 1.27 .br 1.59 1.59 4.375 ft in Span# 1 0.000 ft in Span# 1 'ti. 8.750 ft Max Deflections .t! Transient Downward 0.033 in Ratio 3187 LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward Ratio 0.059 in 1771 LC: +D+Lr+H Total Upward 0.000 in Ratio 9999 LC: Wood Beam Design : RB305 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 5.25x11.875, Versalam, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Boise Cascade Wood Grade : Versa Lam 3100 Wood Species : Fb -Tension Fb-Compr 3,100.0 psi Fe -Prll 3,000.0 psi Fv 285.0 psi Ebend-xx 2,000.0 ksi 3,100.0 psi Fe -Perp 750.0 psi Ft 2,100.0 psi Eminbend -xx 1,036.83 ksi Density 41 .760 pct Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.1695, Lr= 0.2260 k/ft, Trib= 1.0 ft Point: D = 1.230, Lr = 1.590 k @ 8.080 ft Design Summary Max fb/Fb Ratio = fb : Actual : Fb : Allowable : 0.591; 1 2,206.57 psi at 8.083 ft in Span# 1 3,731.32 psi Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb: Max Reactions (k) Left Support Right Support +D+Lr+H 0.287 : 1 102.21 psi at 14.284 ft in Span# 1 356.25 psi +D+Lr+H Q !. 2.01 2.08 .br 2.47 2.57 'ti. 15.250 ft ~ax Deflections .t! Transient Downward 0.327 in 559 Ratio Transient Upward Ratio LC: Lr Only 0.000in 9999 LC: Total Downward Ratio 0.591 in 309 Total Upward Ratio LC: +D+Lr+H 0.000 in 9999 LC: Page 37 of 124 Luis Labrada 809 Bowspirit, Suite 105 Chula0 Vista, CA 91914 Phone: (619) 370-9515 www.lamareng.com Project Title: Engineer: Project ID: Project Descr: Multiple Simple Beam File: a osta.ec6 Software copyright ENERCALC, INC 1983-2020, Build:12.20.2.28 ,.,, . ' Wood Beam Design : RB306 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Douglas Fir-Larch Wood Grade : No.2 Wood Species : Fb -Tension Fb-Compr 875 psi Fe -Prll 600 psi Fv 170 psi Ebend-xx 875 psi Fe -Perp 625 psi Ft 425 psi Eminbend -xx Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.02250, Lr= 0.030 k/ft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = fb : Actual : 0.211 ; 1 229.44 psr at 1,086.38 psi +D+Lr+H Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support 0.053: 1 11.31 psi at 212.50 psi +D+Lr+H Q 1 0.18 0.18 h[ 0.17 0.17 5.665 ft in Span # 1 0.000 ft in Span # 1 'f:!.. !;_ Max Deflections l::! Transient Downward 0.044 in Ratio 3056 LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: 1300 ksi 470ksi Density Total Downward Ratio 31.21 pcf 0.091 in 1492 LC: +D+Lr+H Total Upward 0.000 in Ratio 9999 LC: Page 38 of 124 Luis Labrada 809 Bowsprit, Suite 105 Chula Vista, CA 91914 Phone: (619) 370-9515 www.lamareng.com RB307 z r y Units = ft LAMAR I ENGINEERING ROOF BEAM 01 Use: 88 ► 9.2 ROOF DL 1 = 15psf *9ft = 132 Lbs/ft Lr1 = 20psf *8.Bft = 176 Lbs/ft Project: La Costa Engineer: L.F. Date : 05/23/2022 VERSALAM 3100 5.25X11.875" Page 39 of 124 Luis Labrada 809 Bowsprit, Suite 105 Chula.Vis!~, CA 91914 Phone: (619) 370-9515 www.lamareng.com Multiple Simple Beam ...... Description : RB307 Wood Beam Design : RB307 BEAM Size : File: La Costa.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.2.28 Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 5.25x11.875, Versalam, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : Boise Cascade Wood Grade : Versa Lam 3100 Fb -Tension 3,100.0 psi Fe -Prll 3,000.0 psi Fv 285.0 psi Ebend-xx 2,000.0 ksi Fb -Compr 3,100.0 psi Fe -Perp 750.0 psi Ft 2,100.0 psi Eminbend -xx 1,036.83 ksi Density 41 . 760 pcf Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.1320, Lr= 0.1760 k/ft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = fb : Actual : 0.088 · 1 332.61 psf at 3,800.13 psi +D+Lr+H Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual: Fv : Allowable : Load Comb : 0.079 : 1 28.27 psi at 356.25 psi +D+Lr+H Max Reactions Left Support Right Support (k) Q l. .Lr 0.81 0.81 0.69 0.69 4.580 ft in Span# 1 0.000 ft in Span# 1 w .E ti ------- ~ - Max Deflections Transient Downward Ratio 5.25x11.875 9.160ft 0.019 in 5746 LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: -------- Total Downward Ratio 0.035 in 3101 LC: +D+Lr+H Total Upward 0.000 in Ratio 9999 LC: Page 40 of 124 Luis Labrada 809 Bowsprit, Suite 105 Chula Vista , CA 9191 4 Phone: (619) 370-9515 www.lamareng.com RH301 z r y Units = ft RH302 z r y Units= ft LAMAR I ENGINEERING ROOF HEADER 01 ROOF HEADER 01 Use: ,( 6 3 ► 1.o t r ~ I D1 8.5 ROOF EXTERIOR WALL DL 1 = 15psf *6ft+19psf *1ft = 11 3.5 Lbs/ft Lr1 = 20psf *6.3ft = 126 Lbs/ft Use: ,( 0.7 10TT • I D1 10.7 ROOF EXTERIOR WALL DL 1 = 15psf *0.7ft+19psf *1ft = 29.5 Lbs/ft Lr1 = 20psf *0.7ft = 14 Lbs/ft 6X8 D.F. #2 6X8 D.F. #2 Project: La Costa Engineer: L.F. Date : 03/1712022 Page 41 of 124 Luis Labrada 809 Bowspirit, Suite 105 ' c!hula'vista, CA 91914 Phone: (619) 370-9515 www.lamareng.com Project Title: Engineer: Project ID: Project Descr: Multiple Simple Beam File: a Costa.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20 2.28 ,.,, .. Description : RH301-2 Wood Beam Design : RH301 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Douglas Fir-Larch Wood Grade : No.2 Wood Species : Fb -Tension Fb -Compr 875.0 psi Fe -Prll 600.0 psi Fv 170.0 psi Ebend-xx 875.0 psi Fe -Perp 625.0 psi Ft 425.0 psi Eminbend -xx Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.1135, Lr= 0.1260 k/ft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = fb : Actual: 0.480; 1 522.18 psi at 1,088.35 psi +D+Lr+H Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual: Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support 0.154: 1 32.76 psi at 212.50 psi +D+Lr+H Q !. 0.52 0.52 !d: 0.54 0.54 4.250 ft in Span # 1 7.877 ft in Span# 1 Max Deflections Transient Downward 0.059 in Ratio 1723 LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: 1,300.0 ksi 470.0ksi Density 31 .210pcf Total Downward Ratio 0.117 in 874 Total Upward Ratio LC: +D+Lr+H 0.000 in 9999 LC: Wood Beam Design : RH302 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : Douglas Fir-Larch Wood Grade : No.2 875.0 psi Fe -Prll 600.0 psi Fv 170.0 psi Ebend-xx Fb -Tension Fb -Compr Applied Loads 875.0 psi Fe -Perp 625.0 psi Ft 425.0 psi Eminbend -xx Beam self weight calculated and added to loads Unit Load: D = 0.02950, Lr= 0.0140 k/ft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = fb : Actual : Fb : Allowable : Load Comb : 0.162; 1 127.07 psi at 5.330 ft in Span# 1 784.04 psi +D+H 1,300.0 ksi 470.0ksi Density 31 .210 pcf Max fv/FvRatio = fv : Actual : 0.043: 1 10.660 ft Fv : Allowable : Load Comb: Max Reactions (k) Left Support Right Support 6.61 psi at 10.056 ft in Span# 1 153.00 psi +D+H Q !. 0.20 0.20 !d: 0.07 0.07 !::! Max Deflections Transient Downward 0.016 in Ratio 7863 LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward Ratio 0.061 in 2099 LC: +D+Lr+H Total Upward 0.000 in Ratio 9999 LC: Page 42 of 124 Luis Labrada 809 Bowsprit, Suite 105 Chula Vista, CA 91914 Phone: (619) 370-9515 www.lamareng.com FB201 z r y Units= ft FB202 z r y Units= ft LAMAR Project: La Costa Engineer: L.F. I ENGINEERING Date : 03/17/2022 FLOOR BEAM 4.4 FLOOR BEAM FB201 8.1 Use: VERSALAM 3100 3.5X11.875" _--: ,02 .( 3.6 ► .( 4.0 ► 8.8 FLOOR DL 1 = 14psf *4ft = 50.4 Lbs/ft LL 1 = 40psf *3.6ft = 144 Lbs/ft FLOOR DL2 = 14psf *4ft = 56 Lbs/ft LL 1 = 40psf *3.6ft = 144 Lbs/ft Use: ,01 15.3 FLOOR VERSALAM 3100 5.25X11.875" DL 1 = 14psf *0.7ft = 9.8 Lbs/ft .__F_B_20_1__. _ _._ __ ..__ _ __. __ _._ __ 1.:.[L_b_,_,s] LL 1 = 40psf *0.7ft = 28 Lbs/ft FB203 FLOOR BEAM D1 z r y Units = ft Use: I 01 7.6 14.3 ROOF DL 1 = 15psf •7 .6ft = 114 Lbs/ft Lr1 = 20psf *7.6ft = 152 Lbs/ft VERSALAM 3100 5.25X11.875" Page 43 of 124 Luis Labrada 809 Bowspirit, Suite 105 Chula0Vista, CA 91914 Phone: (619) 370-9515 www.lamareng.com Multiple Simple Beam Description : FB201-2-3 Wood Beam Design : FB201 BEAM Size : Project Title: Engineer: Project ID: Project Descr: Fie: la Costa.ec6- Soflware copyright ENERCALC, INC. 1983-2020, Bulfd·12.20.2.28 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 3.5x1 1.875, Versalam, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Boise Cascade Wood Grade : Versa Lam 3100 Wood Species : Fb-Tension Fb-Compr 3100 psi Fe -Prll 3000 psi Fv 285 psi Ebend-xx 2000 ksi 3100 psi Fe -Perp 750 psi Ft 2100 psi Eminbend -xx530120482 ksi Density 41 .76pcf Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.0540, L = 0.1440 k/ft, Trib= 1.0 ft Unit Load: D = 0.0560, L = 0.160 k/ft, 4.420 to 8.820 ft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = fb : Actual : Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : 0.155;1 459.90 psi at 2,962.85 psi +D+L+H 0.155: 1 44.24 psi at 285.00 psi +D+L+H Q !,, !d: Max Reactions (k) Left Support Right Support 0.35 0.81 0.48 1.16 Wood Beam Design: FB202 4.969 ft in Span# 1 7.850 ft in Span# 1 BEAM Size : 5.25x11 .875, Versalam, Fully Unbraced t! 8.820 ft Max Deflections Transient Downward 0.031 in Ratio 3377 LC: L Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward Ratio 0.044 in 2378 LC: +D+L+H Total Upward 0.000 in Ratio 9999 LC : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Boise Cascade Wood Grade : Versa Lam 3100 Wood Species : Fb -Tension Fb -Compr 3100 psi Fe -Prll 3000 psi Fv 285 psi Ebend-xx 2000 ksi 3100 psi Fe -Perp 750 psi Ft 2100 psi Eminbend -xx530120482ksi Density 41.76 pcf Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.00980, L = 0.0280 k/ft, 8.080 ft to 15.250 ft, Trib= 1.0 ft Point: D = 0.460, L = 1.160 k@ 8.080 ft Design Summary Max fb/Fb Ratio = fb : Actual: Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : 0.232; 1 699.33 psi at 8.083 ft in Span# 1 3,018.06 psi +D+L+H 0.097: 1 27.66 psi at 14.284 ft in Span# 1 285.00 psi +D+L+H Q !,, !d: 2 'ti. Max Reactions (k) Left Support 0.37 0.59 Right Support 0.44 0.77 Max Deflections Transient Downward Ratio 5.25x11.875 15.250 ft 0.112 in 1638 LC: L Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward Ratio 0.171 in 1072 LC: +D+L+H Total Upward 0.000 in Ratio 9999 LC: Page 44 of 124 Luis Labrada 809 Bowspirit, Suite 105 Chula'vist~. CA 91914 Phone: (619) 370-9515 www.lamareng.com Multiple Simple Beam ,.,, . ' Wood Beam Design : FB203 BEAM Size : Project Title: Engineer: Project ID: Project Descr: File: a Costa.ec Software copyright ENERCALC, INC. 1983-2020, Build·12.20.2.28 Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 5.25x11.875, Versalam, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Boise Cascade Wood Grade : Versa Lam 3100 Wood Species : Fb -Tension Fb -Compr 3100 psi Fe -Prll 3000 psi Fv 285 psi Ebend-xx 2000 ksi 3100 psi Fe -Perp 750 psi Ft 2100 psi Eminbend -xx530120482 ksi Density 41.76 pct Applied Loads Beam self weight calculated and added to loads Unit Load: D=0.1140, L=0.1520k/ft, Trib= 1.0ft Design Summary Max fb/Fb Ratio = fb : Actual : 0.232 ; 1 701.27 psi at 3,025.61 psi +D+L+H Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support 0.148 : 1 42.21 psi at 285.00 psi +D+L+H Q b b[ 0.94 1.08 0.94 1.08 7.125 ft in Span# 1 0.000 ft in Span# 1 'ti. Max Deflections Transient Downward Ratio 0.097 in 1767 LC: L Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward Ratio 0.181 in 945 Total Upward Ratio LC:+D+L+H 0.000 in 9999 LC: Page 45 of 124 Luis Labrada 809 Bowsprit, Suite 105 Chula Vista, CA 91914 Phone: (619) 370-9515 www.lamareng.com FB204 z r y Units= ft FB205 z r y Units= ft FB206 z r y Units= ft LAMAR I ENGINEERING FLOOR BEAM D1 FLOOR BEAM D1 FLOOR BEAM Use: 701 < 75 ► 22.3 ROOF DL 1 = 15psf *8ft = 11 2.5 Lbs/ft Lr1 = 20psf *7.5ft = 150 Lbs/ft Use: 12.0 ROOF DL 1 = 15psf *0.7ft = 10.5 Lbs/ft Lr1 = 20psf •o. 7ft = 14 Lbs/ft Use: FB204 < 60 ► _,,oq I D1 07 6.0 6.8 15.1 <--► < ROOF W10X22 4X10 D.F. #2 W10X17 D2 ,_.iliii..,_,.,......,,~.,......,...... ... ijl._""l,_..€.,.._,-,l ....... )J.,_,..-,l ... '.""'e..,,,..,,"";l..,,,..iiil,,,,., DL 1 = 15psf ·o. 7ft = 10.5 Lbs/ft FB204 0( 1480 } 1670 I 0 l 0 ]iu,sijLr1 = 20psf *0.7ft = 14 Lbs/ft ROOF FLOOR EXTERIOR WALL DL2 = 15psf *6ft+14psf *6ft+19psf *11ft = 383 Lbs/ft Lr2 = 20psf *6ft = 120 Lbs/ft LL2 = 40psf *6ft = 240 Lbs/ft Project: La Costa Engineer: L.F. Date : 03/17/2022 Page 46 of 124 Luis Labrada 809 Bowspirit, Suite 105 Chula0Vist~, CA 91914 Phone: (619) 370-9515 www. lamareng. com Multiple Simple Beam 1.11 • • Description : FB204-5-6 Steel Beam Design : FB204 Project Title: Engineer: Project ID: Project Descr: File: [a Costa.ec6 Software copyright ENERCALC, INC. 1983-2020, Buold·12.20 2.28 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 STEEL Section : W10x22, Fully Unbraced Using Allowable Strength Design with ASCE 7-16 Load Combinations, Major Axis Bending Fy = 50.0 ksi E = 29,000.0 ksi Steel Section Data : Depth = 10.200 in Flange Thick 0.360 in Area = 6.490 inA2 Flange Width 5.750 in Web Thick = 0.240 in lxx= 118.00inA4 yy= 11.400inA4 lz= 0.000inA4 Zx= 26.000inA3 Zy= 6.100inA3 Weight= 22.092 plf J = 0.239 inA4 Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.1125, Lr= 0.150 k/ft, Trib= 1.0 ft Design Summary 0.748 :. 1 Max fb/Fb Ratio = Mu : Applied Mn / Omega : Allow Load Comb : 17.611 k-ft at 11 .125ft in Span# 1 23.539 k-ft +D+Lr+H 0.065 : 1 Max fv/FvRatio = Vu : Applied 3.166 k at 0.000 ft in Span# 1 48.960 k Vn / Omega : Allow Load Comb : +D+Lr+H Max Reactions (k) D Left Support {so b Right Support 1.50 Lr ~ 11;7 1.67 Wood Beam Design : FB205 BEAM Size: '!:J. !:! O(Q, 1125 Lr(Q.150J__ 22.250 ft Max Deflections Transient Downward 0.243 in Ratio 1098 Transient Upward Ratio LC: Lr Only 0.000in 9999 LC: Total Downward 0.461 in 579 LC: +D+Lr+H 0.000 in 9999 Total Upward Ratio LC: Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 4x10, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Boise Cascade Wood Grade : Versa Lam 3100 Wood Species : Fb -Tension Fb -Compr 3,100.0 psi Fe -Prll 3,000.0 psi Fv 285.0 psi Ebend-xx 2,000.0 ksi 3,100.0 psi Fe -Perp 750.0 psi Ft 2,100.0 psi Eminbend -xx 1,036.83 ksi Density 41 .760 pcf Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.01050, Lr= 0.0140 k/ft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = fb : Actual : 0.040; 1 146.66 psi at 6.000 ft in Span# 1 3,622.32 psi Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support +D+Lr+H 0.023: 1 8.23 psi at 11.240 ft in Span # 1 356.25 psi +D+Lr+H Q 0.12 0.12 b b! 0.08 0.08 '!:J. 12.0 ft Max Deflections !:! Transient Downward 0.014 in Ratio 9999 LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward Ratio 0.034 in 4182 Total Upward Ratio LC: +D+Lr+H 0.000 in 9999 LC: Page 47 of 124 Luis Labrada 809 Bowspirit, Suite 105 Chula'Vista, CA 91914 Phone: (619) 370-9515 www.lamareng.com Multiple Simple Beam ,.,, . , Steel Beam Design : FB206 Project Title: Engineer: Project ID: Project Descr: 1 e: a Costa.ec Software copyright ENERCALC, INC. 1983--2020, Build·12.20.2.28 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 STEEL Section : W10x17, Fully Unbraced Using Allowable Strength Design with ASCE 7-16 Load Combinations, Major Axis Bending Fy = 50.0 ksi E = 29,000.0 ksi Steel Section Data : Depth = 10.100 in Flange Thick 0.330 in Area = 4.990 inA2 Flange Width 4.01 O in Web Thick= 0.240 in I xx= 81.90 inA4 yy = 3.560 inA4 lz = 0.000 inA4 Zx = 18.700 inA3 Zy = 2.800 inA3 Weight= 16.986 plf J = 0.156 inA4 Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.01050, Lr= 0.0140 k/ft, Trib= 1.0 ft Unif Load: D = 0.3830, Lr= 0.120, L = 0.240 k/ft, 0.0 to 6.750 ft, Trib= 1.0 ft Point: D = 1 .480, Lr= 1.670 k@ 15.080 ft Design Summary Max fb/Fb Ratio = Mu : Applied Mn / Omega : Allow Load Comb : Max fv/FvRatio = Vu : Applied Vn / Omega : Allow Load Comb: Max Reactions (k) Q 0.593: 1 27.679 k-ft at 46.657 k-ft +D+Lr+H 0.122: 1 5.938 k at 48.480 k +D+Lr+H L Lr Left Support -0.58 0:-81 -1"1l8 0.81 4.37 Right Support 5.06 6.750 ft in Span # 1 6. 750 ft in Span # 1 '1:1. !:! 6.750 ft Max Deflections Transient Downward 0.425 in Ratio 470 LC: Lr Only Transient Upward -0.028 in Ratio 2868 LC: Lr Only 0(1.480) Lr(1.670) 8.330 ft Total Downward 0.793 in 252 LC: +D+Lr+H -0.049 in 1659 Total Upward Ratio LC: +D+Lr+H Page 48 of 124 Luis Labrada 809 Bowsprit, Suite 105 Chula Vista, CA 91914 Phone: (619) 370-9515 www.lamareng.com FB207 z r y Units= ft FB208 z r y Units= ft FB209 z r y Units= ft LAMAR I ENGINEERING FLOOR BEAM Use: 01 -,( 6.0 ► A f. 11 0 V D1 -,( 6.0 ► 16.3 ROOF FLOOR EXTERIOR WALL Project: La Costa Engineer: L.F. Date : 03/17/2022 VERSALAM 3100 5.25X11.875" DL 1 = 15psf *6ft+ 14psf *6ft+19psf *11 ft = 383 Lbs/ft Lr1 = 20psf *6ft = 120 Lbs/ft FLOOR BEAM 12.7 FLOOR BEAM LL 1 = 40psf *6ft = 240 Lbs/ft FB208 6.5 23,3 8.0 Use: 13.1 ► 11o[I . 1°1 13.1 ► Use: 2< I lo1 07 ► EXTERIOR WALL W10X45 VERSALAM 3100 5.25X11.875" Page 49 of 124 Luis Labrada 809 Bowspirit, Suite 105 thula Vist~. CA 91914 Phone: (619) 370-9515 www.lamareng.com Project Title: Engineer: Project ID: Project Descr: Multiple Simple Beam File: La Costa.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.2.28 ...... Description : FB207-8-9 Wood Beam Design : FB207 Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 5.25x11.875, VersaLam, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Boise Cascade Wood Grade : Versa Lam 3100 Wood Species : Fb -Tension Fb-Compr 3,100.0 psi Fe -Prll 3,000.0 psi Fv 285.0 psi Ebend-xx 2,000.0 ksi Density 41.760 pct 3,100.0 psi Fe -Perp 750.0 psi Ft 2,100.0 psi Eminbend -xx 1,036.83 ksi Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.3830, Lr= 0.120, L = 0.240 k/ft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = fb: Actual : Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : 0.684; 1 2,057.95 psi at 8.125 ft in Span# 1 3,010.09 psi +D+L+H 0.387: 1 110.28 psi at 15.275 ft in Span # 1 285.00 psi +D+L+H Max Reactions Left Support Right Support (k) Q b .kr 3.26 1.95 0.98 3.26 1.95 0.98 Steel Beam Design : FB208 !::! Max Deflections Transient Downward 0.258 in Ratio 754 Transient Upward Ratio LC: L Only 0.000in 9999 LC: Total Downward 0.722 in Ratio 269 C: +D+0.750Lr+0.750L +H Total Upward Ratio 0.000 in 9999 LC: Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 STEEL Section: W10x45, Fully Braced Using Allowable Strength Design with ASCE 7-16 Load Combinations, Major Axis Bending Fy = 50.0 ksi E = 29,000.0 ksi Steel Section Data : Depth = 10.100 in Flange Thick 0.620 in Area = 13.300 inA2 Flange Width 8.020 in Web Thick= 0.350 in I xx= 248.00 inA4 yy = 53.400 inA4 lz = 0.000 inA4 Zx = 54.900 inA3 Zy = 20.300 inA3 Weight= 45.273 pit J = 1.510inA4 Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.5889, Lr= 0.2620, L = 0.5240 k/ft, Trib= 1.0 ft Point: E = 1.070 k @ 12.660 ft Design Summary 0.604: 1 Max fb/Fb Ratio = Mu : Applied Mn / Omega : Allow Load Comb : 82.684 k-ft at 11.625 ft in Span# 1 136.976 k-ft +D+0.750Lr+0.750L +H 0.201: 1 Max fv/FvRatio = Vu : Applied 14.225 k at 0.000 ft in Span# 1 Vn / Omega : Allow Load Comb : 70.70 k +D+0. 750Lr+0. 750L +H Max Reactions (k) D I. Lr §. Left Support 7::37 6.09 3])5 Right Support 7.37 6.09 3.05 Wood Beam Design : FB209 Y:i. E OA9 0.58 l !::! Max Deflections E(1 .070l 0~5889) Lr(0.262QJ L 0.5240) 23.250 ft Transient Downward 0.482 in Total Downward Ratio 579 1.125 in 248 LC: L Only C: +D+0.750Lr+0.750L+H Transient Upward 0.000 in Ratio 9999 LC: Total Upward Ratio 0.000 in 9999 LC: l Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: Wood Species : Fb -Tension Fb-Compr Applied Loads 5.25x11.875, VersaLam, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Boise Cascade Wood Grade : Versa Lam 3100 3100 psi Fe -Prll 3000 psi Fv 285 psi Ebend-xx 2000 ksi 3100 psi Fe -Perp 750 psi Ft 2100 psi Eminbend -xx530120482 ksi Beam self weight calculated and added to loads Unit Load: D = 0.04870, L = 0.0280 k/ft, Trib= 1.0 ft Point: D = 7.250, Lr= 3.050, L = 6.090, E = 0.580 k@6.50 ft Density 41 .76 pcf Page 50 of 124 Luis Labrada 809 Bowspirit, Suite 105 t hula Vista, CA 91914 Phone: (619) 370-9515 www.lamareng.com Multiple Simple Beam ,., ... Design Summary Max fb/Fb Ratio = fb : Actual : 0.523 .: 1 1,621 .69 ps, at 3,100.00 psi +D+L+H Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support 0.939: 1 267.65 psi at 285.00 psi +D+L+H Q L 1.63 1.25 6.16 5.06 1=!: 0.57 2.48 6.480 ft in Span # 1 7.013 ft in Span# 1 '11 !;; 0.11 0.47 !::! Project Title: Engineer: Project ID: Project Descr: Flle: La Costa.ec Software copyright ENERCALC, INC. 1983-2020, Build:12.20.2.28 Max Deflections Transient Downward 0.044 in 2189 Ratio Transient Upward Ratio LC: L Only 0.000in 9999 LC: Total Downward 0.103 in Ratio 932 C: +D+0.750Lr+0.750L+H Total Upward Ratio 0.000 in 9999 LC: Page 51 of 124 Luis Labrada 809 Bowsprit, Suite 105 Chula Vista, CA 91914 Phone: (619) 370-9515 www.lamareng.com LAMAR I ENGINEERING Project: La Costa Engineer: L.F. Date : 03/17/2022 FB210 FLOOR BEAM Use: VERSALAM 3100 5.25X9.25" D1 z r y Units= ft ''-4 D1 < 55 ► 13.0 DECK EXTERIOR WALL DL 1 = 13psf *6ft+19psf *1.5ft = 100 Lbs/ft LL 1 = 60psf *5.5ft = 330 Lbs/ft FB211 FLOOR BEAM Use: VERSALAM 3100 5.25X11.875" z r y Units= ft Disc. System I Sds = 0.794 ----- . .• _,_, FB210 j 1 I 740 0 GL-D I 2 I 0 0 FB212 z r y 6.8 n = 2.5 .. . -•fa-• 2150 0 [Lbs] 0 1070 [Lbs] FLOOR BEAM 12.6 GL-D FB210 11.0 ~ ~ 0.7 DECK ROOF EXTERIOR WALL DL 1 = 13psf •o. 7ft+15psf *12ft+ 19psf *11ft = 398.1 Lbs/ft Lr1 = 20psf *12ft = 240 Lbs/ft LL 1 = 60psf *0.7ft = 42 Lbs/ft 23.5 Use: 70 < ► 0 7 ~ 70 < ► 75 ~--► W12X39 0 = 2.5 ROOF DECK EXTERIOR WALL ~=-;...,.,,.,,,..,,.....,,,.,__,r-.,..,,_,......,,-:--....---,:::---,+.-:...,..... µ::::=.:..,.c:.::.J,-...Z::.:t..:.:t-~--!o.....:LL=.....J-.-=E-~..p:::=iDL 1 = 15psf *7ft+13psf *0.7ft+19psf *11ft = 323.1 Lbs/ft 1-----4---+-----0--+-2_1_5_0-4-_0_~[L_b-4s] Lr1 = 20psf *7ft = 140 Lbs/ft I....-.C....C.--'---'---'---'--o _ _.____:_o___JL_11_6_5---'--'[_Lb_,_,s] LL 1 = 60psf *0.7ft = 42 Lbs/ft ROOF FLOOR EXTERIOR WALL DL2 = 15psf *7ft+14psf *7.5ft+19psf *11 ft = 419 Lbs/ft Lr2 = 20psf *7ft = 140 Lbs/ft LL2 = 40psf *7 .5ft = 300 Lbs/ft Page 52 of 124 Luis Labrada 809 Bowspirit, Suite 105 thula Vista, CA 91914 Phone: (619) 370-9515 www.lamareng.com Multiple Simple Beam Description: FB210-11-12 Wood Beam Design : FB21 o BEAM Size: Project Title: Engineer: Project ID: Project Descr: File: a Costa.ec6 ' Software copyright ENERCALC, INC. 1983-2020, Build·12.20.2.28 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 5.25x9.25, Versalam, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Boise Cascade Wood Grade : Versa Lam 3100 Wood Species : Fb -Tension Fb-Compr 3,100.0 psi Fe -Prll 3,000.0 psi Fv 285.0 psi Ebend-xx 2,000.0 ksi 3,100.0 psi Fe -Perp 750.0 psi Ft 2,100.0 psi Eminbend -xx 1,036.83 ksi Density 41 .760 pcf Applied Loads Beam self weight calculated and added to loads Unifload: D=0.10, L=0.330k/ft, Trib= 1.0ft Design Summary Max fb/Fb Ratio = fb : Actual : Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual: Fv : Allowable : Load Comb : 0.493; 1 1,503.66 psi at 6.500 ft in Span# 1 3,052.76 psi +D+L+H 0.277: 1 79.05 psi at 12.263 ft in Span# 1 285.00 psi +D+L+H Max Reactions Left Support Right Support (k) Q !: br 0.74 2.15 0.74 2.15 Wood Beam Design : FB211 Max Deflections Transient Downward 0.308 in Ratio 506 LC: L Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward Ratio 0.414 in 376 Total Upward Ratio LC: +D+L+H 0.000 in 9999 LC: Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : 5.25x11.875, Versalam, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Boise Cascade Wood Grade : Versa Lam 3100 Wood Species : Fb -Tension Fb -Compr 3100 psi Fe -Prll 3000 psi Fv 285 psi Ebend-xx 2000 ksi 3100 psi Fe -Perp 750 psi Ft 2100 psi Eminbend -xx 530120482 ksi Density 41.76pcf Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.10, L = 0.330 k/ft, Trib= 1.0 ft Point: D=0.740, L=2.150, E=1.070k@10.910ft Design Summary Max fb/Fb Ratio = 0.504; 1 fb : Actual : 1,546.27 psi at 6. 750 ft in Span # 1 Fb: Allowable : 3,066.97 psi Load Comb : +D+L +H Max fv/FvRatio = 0.364 : 1 fv : Actual : 103.84 psi at 6.750 ft in Span# 1 Fv : Allowable : 285.00 psi Load Comb : +D+L +H Max Reactions (k) Q !: Left Support -0.21 -0.63 Right Support 2.24 6.38 br YY.. g_ -0.66 1.73 t! 6.750 ft Max Deflections Transient Downward 0.185 in Ratio 540 LC: L Only Transient Upward -0.031 in Ratio 2634 LC: L Only 4 .160 ft Total Downward Ratio 0.249 in 400 LC: +D+L+H Total Upward -0.042 in Ratio 1941 ,0. 750L +0. 750S+0.5250E Page 53 of 124 Luis Labrada 809 Bowspirit, Suite 105 Chula0 Vista, CA 91914 Phone: (619) 370-9515 www.lamareng.com Multiple Simple Beam ...... Steel Beam Design: FB212 Project Title: Engineer: Project ID: Project Descr: File: a Costa.ec6 Software copyright ENERCALC, INC. 1983-2020, Build 12.20.2.28 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 STEEL Section : W10x39, Fully Unbraced Using Allowable Strength Design with ASCE 7-16 Load Combinations, Major Axis Bending Fy = 50.0 ksi E = 29,000.0 ksi Steel Section Data : Depth= 9.920 in Flange Thick 0.530 in Area= 11 .500 inA2 Flange Width 7.990 in Web Thick= 0.315 in I xx= 209.00 inA4 yy = 45.000 inA4 lz = 0.000 inA4 Zx = 46.800 inA3 Zy = 17.200 inA3 Weight= 39.146 plf J = 0.976 inA4 Applied Loads Beam self weight calculated and added to loads UnifLoad: D=0.4190, Lr=0.140, L=0.30k/ft,0.0ftto12.580ft,Trib=1 .0f1 Unif Load: D = 0.3231 , Lr= 0.140, L = 0.0420 k/ft, 12.580 to 23.50 ft, Trib= 1.0 ft Point: D = 0.7 40, L = 2.150, E = -1.165 k @ 23.50 ft Design Summary Max fb/Fb Ratio = Mu : Applied 0.477 : 1 55.661 k-ft at 12.580 ft 116. 766 k-ft in Span# 1 Mn / Omega : Allow Load Comb : Max fv/FvRatio = Vu : Applied +D+L+H 0.150 : 1 A 10.920ft 9.363 k at 12.580 ft Vn / Omega : Allow Load Comb : 62.496 k +D+0.750Lr+0.750L +H Max Reactions (k) D L Left Support 0];2 -0:18 Right Support 9.94 6.56 Lr 022 3.07 in Span# 1 YY.. .!; 1.01 -2.18 !::! 12.580 ft Max Deflections Transient Downward Ratio t 0.548in 478 LC: L Only Transient Upward -0.310 in Ratio 846 LC: E Only Total Downward 1.091 in 240 LC: +D+L+H -0.095 in 1594 Total Upward Ratio LC: +D+L+H Page 54 of 124 Luis Labrada 809 Bowsprit, Suite 105 Chula Vista, CA 91914 Phone: (619) 370-9515 www.lamareng.com FB213 z r y Units= ft FB214 z f-r y Units= ft LAMAR I ENGINEERING FLOOR BEAM Use: Dl < 13.1 ► ,( 131 ► 4.4 ROOF FLOOR EXTERIOR WALL Project: La Costa Engineer: L.F. Date : 03/17/2022 VERSALAM 3100 3.5X11.875" DL 1 = 15psf *13ft+1 4psf *13.1 ft+19psf •11 ft = 588. 9 Lbs/ft Lr1 = 20psf *13. 1ft = 262 Lbs/ft FLOOR BEAM LL 1 = 40psf *13.1ft = 524 Lbs/ft FB213 GL-D 12.0 Use: 13.5 ROOF FLOOR EXTERIOR WALL VERSALAM 3100 5.25X11.875" h;;,'5;ni'•r..;:t"!l~rr:-r.;,_..m.-,--,.1n:;:iDL1 = 15psf *1.33ft+14psf *1.33ft+19psf *11ft = 247.57 Lbs/ft f-_G_L-_D_+---l--0-+-_o_+-_o_+-1_0_70-+.,_[L_b_,sJ Lr1 = 20psf *1.33ft = 26.6 Lbs/ft .__F_B_2_13_. _ __.__1_3_20__,__58_0_._11_6_0_,.__o_...,[_Lb~s] LL 1 = 40psf *1.33ft = 53.2 Lbs/ft FB215 FLOOR BEAM Use: VERSALAM 3100 5.25X11.875" Dl z f-r y Units= ft I 01 10.3 0 7 5.5 ---► DECK FLOOR DL 1 = 13psf *5.5ft+14psf *0.7ft = 81.3 Lbs/ft LL 1 = 60psf *5.5ft+40psf *0.7ft = 358 Lbs/ft Page 55 of 124 Luis Labrada 809 Bowspirit, Suite 105 thula Visia, CA 91914 Phone: (619) 370-9515 www.lamareng.com Multiple Simple Beam .. ,, . ' Description : FB213-4-5 Wood Beam Design : FB213 BEAM Size: Project Title: Engineer: Project ID: Project Descr: File La Costa.ec6 Software copyright ENERCALC, INC. 1983-2020, Build.12.20.2.28 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 3.5x11 .875, Versalam, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Boise Cascade Wood Grade : Versa Lam 3100 Wood Species : Fb-Tension Fb -Compr 3100 psi Fe -Prll 3000 psi Fv 285 psi Ebend-xx 2000 ksi Density 41 .76 pcf 3100 psi Fe -Perp 750 psi Ft 2100 psi Em in bend -xx 530120482 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.5889, Lr= 0.2620, L = 0.5240 k/ft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = fb : Actual : Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : 0.131 ; 1 400 .43 psi at 3,046.63 psi +D+L+H 0.174: 1 49.63 psi at 285.00 psi +D+L+H Max Reactions Left Support Right Support (k) Q !,_ !,_i: 1.33 1.16 0.58 1.33 1.16 0.58 Wood Beam Design: FB214 2.210 ft in Span# 1 3.433 ft in Span # 1 ':!:!.. !:! I-- Max Deflections Transient Downward 0.005in 9999 Ratio Transient Upward Ratio LC: L Only 0.000in 9999 LC: .... Total Downward 0.011 in Ratio 5047 C: +D+0.750Lr+0.750L+H Total Upward 0.000 in Ratio 9999 LC: Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : 5.25x11.875, Versalam, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Boise Cascade Wood Grade : Versa Lam 3100 Wood Species : Fb -Tension Fb-Compr 3100 psi Fe -Prll 3000 psi Fv 285 psi Ebend-xx 2000 ksi 3100psi Fc-Perp 750psi Ft 2100psi Eminbend -xx530120482ksi Density 41.76 pcf Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.2476, Lr= 0.02660, L = 0.05320 k/ft, Trib= 1.0 ft Point: D = 1.320, Lr= 0.580, L = 1.160, E = 1.070 k@ 12.0 ft Design Summary Max fb/Fb Ratio = fb : Actual: Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : 0.470; 1 1,327.65 psi at 7.650 ft in Span# 1 2,825.65 psi +D+L+H 0.509 : 1 145.04 psi at 12.555 ft in Span# 1 285.00 psi +D+L+H Max Reactions (k) Q b !,_i: ':!:!.. Ii 0.12 0.95 Left Support 1.90 Right Support 2.93 0.49 0.24 1.39 0.70 13.50 ft Max Deflections !:! Transient Downward 0.076 in Total Downward 0.324 in Ratio 2136 Ratio 499 LC: L Only C: +D+0.750Lr+0.750L +H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Page 56 of 124 Luis Labrada 809 Bowspirit, Suite 105 thula Vista, CA 91914 Phone: (619) 370-9515 www.lamareng.com Multiple Simple Beam ...... Wood Beam Design : FB215 BEAM Size: Project Title: Engineer: Project ID: Project Descr: Fie: a 'Costa.ec6 ' Software copyright ENERCALC, INC. 1983-2020, Build·12.20.2.28 Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 5.25x11.875, VersaLam, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Boise Cascade Wood Grade : Versa Lam 3100 Wood Species : Fb -Tension Fb -Compr 3100 psi Fe -Prll 3000 psi Fv 285 psi Ebend-xx 2000 ksi 3100 psi Fe -Perp 750 psi Ft 2100 psi Eminbend -xx530120482 ksi Density 41 .76 pcf Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.08133, L = 0.3582 k/ft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = fb : Actual : 0.195;1 593.62 psi at 3,048.93 psi +D+L+H Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support 0.162: 1 46.25 psi at 285.00 psi +D+L+H Q .b 0.51 1.85 0.51 1.85 5.165 ft in Span# 1 9.366 ft in Span# 1 .t! Max Deflections Transient Downward 0.063in 1968 LC: L Only 0.000in 9999 LC: Ratio Transient Upward Ratio Total Downward Ratio 0.080 in 1540 Total Upward Ratio LC: +D+L+H 0.000 in 9999 LC: Page 57 of 124 Luis Labrada 809 Bowsprit, Suite 105 Chula Vista, CA 9191 4 Phone: (619) 370-9515 www.lamareng.com FB216 z r V 1.7 Units= ft FB217 FB216 z r V 1.7 Units = ft 6.2 LAMAR I ENGINEERING FLOOR BEAM Use: GL-1 GL-1 ,( 0 7 ► 10.3 12.8 FLOOR BEAM Use: ~ "q D1 ,(~ 24.1 35.4 ROOF FLOOR EXTERIOR WALL Project: La Costa Engineer: L.F. Date : 03/17/2022 VERSALAM 3100 5.25X11.875" W12X50 ~ ~ DL 1 = 15psf *6.08ft+14psf *6.08ft+19psf *11ft = 385.32 Lbs/ft .__ __ ....,__..__ _ __._ __ ....._ _ ___. __ _._.,[L_b_.....,s] Lr1 = 20psf *6.08ft = 121.6 Lbs/ft FB218 FLOOR BEAM D1 z r V Units= ft LL 1 = 40psf ·e.08ft = 243.2 Lbs/ft ROOF DL2 = 15psf ·o.9ft = 13.5 Lbs/ft Lr2 = 20psf •o.9ft = 18 Lbs/ft Use: VERSALAM 3100 3.5X11.875" I D1 15.9 39 07 ,(--.+),---'> DECK FLOOR DL1 = 13psf*3.9ft+14psf*0.7ft = 60.5 Lbs/ft LL 1 = 60psf *3.9ft+40psf •o.7ft = 262 Lbs/ft Page 58 of 124 Luis Labrada 809 Bowspirit, Suite 105 t hula Visia, CA 91914 Phone: (619) 370-9515 www.lamareng.com Multiple Simple Beam Description : FB216-17-18 Wood Beam Design : FB216 BEAM Size : Project Title: Engineer: Project ID: Project Descr: File: La Costa.ec6 Software copyright ENERCALC, INC. 1983-2020, Build·12.20.2 28 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 5.25x11.875, Versalam, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Boise Cascade Wood Grade : Versa Lam 3100 Wood Species : Fb-Tension Fb -Compr 3,100.0 psi Fe -Prll 3,000.0 psi Fv 285.0 psi Ebend-xx 2,000.0 ksi 3,100.0 psi Fe -Perp 750.0 psi Ft 2,100.0 psi Eminbend -xx 1,036.83 ksi Density 41 .760 pcf Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.00980, L = 0.0280 klft, Trib= 1.0 ft Point: E = -3.597 k @ 8.580 ft Point: E = 3.597 k@ 11.080 ft Design Summary Max fb/Fb Ratio = fb : Actual: Fb : Allowable : 0.244; 1 1,168.01 psi at 8.587 ft in Span# 2 4,787.80 psi Load Comb : +0.4888D+1 .750E+H 0.255 : 1 Max fv/FvRatio = fv : Actual : Fv : Allowable : 116.32 psi at 8.587 ft in Span# 2 456.00 psi Load Comb : +0.48880+1. 750E+H Max Reactions (k) Q !. J.r § 0.21 0.15 Left Support 0.20 Right Support 0.15 Steel Beam Design : FB217 YY.. £ -0.81 0.81 !::! T Max Deflections Transient Downward 0.031 in 1290 Ratio Transient Upward Ratio LC: E Only -0.078 in 1710 LC: E Only Total Downward 0.020 in Ratio 1998 LC: +0.60D+0.70E+H Total Upward -0.051 in Ratio 2617 LC: +0.60D+0.70E+H Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 STEEL Section: W12x50, Fully Unbraced Using Allowable Strength Design with ASCE 7-16 Load Combinations, Major Axis Bending Fy = 50.0 ksi E = 29,000.0 ksi Steel Section Data : Depth= 12.200 in Flange Thick 0.640 in Area= 14.600 in'2 Flange Width 8.080 in Web Thick= 0.370 in I xx= 391 .00 inA4 yy = 56.300 in'4 lz = 0.000 inA4 Zx = 71.900 inA3 Zy = 21 .300 inA3 Weight = 49.698 plf J = 1. 71 0 inA4 Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.3853, Lr= 0.1216, L = 0.2433 klft, Trib= 1.0 ft Unif Load: D = 0.01350, Lr= 0.0180 k/ft, 0.0 to 29.330 ft, Trib= 1.0 f1 Point: D=0.150, L=0.150, E=1.430k@-6.160f1 Point: D = 1.890, Lr= 0.720, L = 2.040, E = 0.080 k@29.330 f1 Design Summary Max fb/Fb Ratio = Mu : Applied Mn / Omega : Allow Load Comb : Max fv/FvRatio = Vu : Applied Vn / Omega : Allow Load Comb: 0.713 : 1 71 .755 k-ft at 15.398 ft in Span# 2 100.613 k-ft +D+0.750Lr+0.750L +H 0.158 : 1 14.235 k at 29.330 ft in Span # 2 90.280 k +D+0. 750Lr+0. 750L +H Max Reactions (k) D Left Support 9:12 J. Lr § 5.41 2]17 YY.. g 1.73 -0.22 Right Support 8.15 5.42 2.69 0(0.150) L(0.150) E(1.4~0J D(0.385;3~d!-l2ff}I:( . '.890) Lt(0.720) L(2.040) E(0 060) ' -- !::! .4 29.330 ft r s.1so ft + __ _ Max Deflections Transient Downward 0.314 in Ratio 11 19 LC: L Only Transient Upward -0.181 in Ratio 816 LC: L Only Total Downward 0.964 in 365 C: +D+0.750Lr+0.750L +H Total Upward -0.565 in Ratio 260 C: +D+0.750Lr+0.750L +H Page 59 of 124 Luis Labrada 809 Bowspirit, Suite 105 thulaVista, CA 91914 Phone: (619) 370-9515 www.lamareng.com Multiple Simple Beam ,.,, . ' Wood Beam Design: FB218 BEAM Size : Project Title: Engineer: Project ID: Project Descr: File: La Costa.ec6 Software copyright ENERCALC, INC. 1983-2020, Bulld·12.20.2.28 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 3.5x11.875, Versalam, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species: Boise Cascade Wood Grade : Versa Lam 3100 Fb -Tension 3100 psi Fe -Prll 3000 psi Fv 285 psi Ebend-xx 2000 ksi Fb -Compr 3100 psi Fe -Perp 750 psi Ft 2100 psi Em in bend -xx 530120482 ksi Density 41 .76 pcf Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.06050, L = 0.2620 k/ft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = fb : Actual: Fb : Allowable : Load Comb: Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb: 0.570 ; 1 1,544.90 psi at 2,709.56 psi +D+L+H 0.297 : 1 84.54 psi at 285.00 psi +D+L+H Q b br Max Reactions (k) Left Support Right Support 0.58 2.09 0.58 2.09 7.960 ft in Span# 1 0.000 ft in Span# 1 '1:1. Max Deflections !::! Transient Downward 0.389 in Ratio 490 LC: L Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward Ratio 0.497 in 384 Total Upward Ratio LC: +D+L+H 0.000 in 9999 LC: Page 60 of 124 . Luis Labrada 809 Bowsprit, Suite 105 Chula Vista, CA 91914 Phone: (619) 370-9515 www.lamareng.com FB219 RB302 FB218 RB302 z r y 0.0 7.6 Units= ft Disc. System Sds = 0.794 ~at. ~--ii:" •. : RB302 1 2080 2500 RB302 2 650 910 FB218 2 590 0 FB220 FB216 z r y 5.7 Units= ft FB221 FB219 FB220 z r y 2.4 3.7 Units= ft BEAU IIJflf a u FB219 2 6980 4420 FB220 2 1690 0 FB217 2 8150 2690 LAMAR I ENGINEERING FLOOR BEAM 11.5 n = 2.5 _u I' llflBIII 0 [Lbs] 0 [Lbs) 2090 0 [Lbs] FLOOR BEAM FLOOR BEAM LL I" Ui.iii 4750 0 [Lbs) 3490 320 [Lbs] 5410 220 [Lbs) Use: W12X53 18 0 ,( ► I ,,,rl D2 1"3 25.4 29.2 FLOOR DECK DL2 = 14psf*0.7ft+13psf*0.7ft= 18.9 Lbs/ft LL2 = 40psf *0.7ft+60psf *0.7ft = 70 Lbs/ft FLOOR ROOF INTERIOR WALL ,( 89 ► DL3 = 14psf *8.9ft+15psf *18ft+1 Opsf *11 ft= 504.6 Lbs/ft Lr3 = 20psf *18ft = 360 Lbs/ft LL3 = 40psf *8.9ft = 356 Lbs/ft Use: 34.8 Use: F8217 I D1 1.3 14.9 16.1 FLOOR DL 1 = 14psf *1 .3ft = 18.2 Lbs/ft LL 1 = 40psf *1 .3ft = 52 Lbs/ft W12X35 W12X26 Project: La Costa Engineer: L.F. Date : 03/17/2022 Page 61 of 124 Luis Labrada 809 Bowspirit, Suite 105 Chul;Vista, CA 9191 4 Phone: (619) 370-9515 www.lamareng.com Multiple Simple Beam , ..... Description : FB219-20-21 Steel Beam Design : FB219 Project Title: Engineer: Project ID: Project Descr: File: a osta.ec6 Software copyright ENERCALC, INC. 1983-2020, Build·12.20.2.28 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 STEEL Section: W12x53, Fully Braced Using Allowable Strength Design with ASCE 7-16 Load Combinations, Major Axis Bending Fy = 50.0 ksi E = 29,000.0 ksi Steel Section Data : Depth = 12.100 in Flange Thick 0.575 in Area = 15.600 inh2 Flange Width #.### in Web Thick= 0.345 in I xx= 425.00 inh4 yy = 95.800 inh4 lz = 0.000 inA4 Zx = 77.900 inA3 Zy = 29.100 inA3 Weight= 53.102 plf J = 1.580 inh4 Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.01890, L = 0.070 klft, 0.0 to 7.580 ft, Trib= 1.0 ft Unit Load: D = 0.5046, Lr= 0.360, L = 0.3560 k/ft, 7.580 to 27.080 ft, Trib= 1.0 ft Point: D = 2.080, Lr = 2.50 k @ 0.0 ft Point: D = 0.650, Lr= 0.910 k@ 7.580 ft Point: D = 0.590, L = 2.090 k@ 7.580 fl Design Summary Max fb/Fb Ratio = Mu : Applied Mn / Omega : Allow Load Comb : Max fv/FvRatio = Vu : Applied Vn / Omega : Allow Load Comb : Max Reactions (k) Q 0.586 : 1 113.966 k-ft at 14.540 ft 194.361 k-ft +D+0.750Lr+0.750L +H 0.191:1 15.985 k at 0.000 ft 83.490 k +D+0.750Lr+0.750L +H Lr Left Support 7 .87 L 4131 4.75 5])1 4.42 Right Support 6.98 Steel Beam Design : FB220 in Span# 1 in Span# 1 0(2.080 Lrl2.50\ ®(Q.15'90liLt,?l090}) 010.5046) Lr'0.3601 L10.3560) (0.01890) L(0.070' ,; \ , ',J \ , .ti 29.080 ft Max Deflections Transient Downward Ratio 0.511 in 683 LC: L Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward 1.402 in 248 C: +D+0.750Lr+0.750L+H Total Upward Ratio 0.000 in 9999 LC: Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 STEEL Section : W12x35, Fully Unbraced Using Allowable Strength Design with ASCE 7-16 Load Combinations, Major Axis Bending Fy = 50.0 ksi E = 29,000.0 ksi Steel Section Data : Depth = 12.500 in Flange Thick 0.520 in Area = 10.300 inh2 Flange Width 6.560 in Web Thick= 0.300 in I xx= 285.00 inA4 yy = 24.500 inh4 lz = 0.000 inh4 Zx = 51 .200 inA3 Zy = 11 .500 inh3 Weight= 35.061 plf J = 0.741 inh4 Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.08820, L = 0.2520 k/ft, Trib= 1.0 ft Point: D=0.190, L=0.20, E=1.660k@-5.660ft Design Summary 0.801: 1 Max fb/Fb Ratio = Mu : Applied Mn / Omega : Allow Load Comb : 35.664 k-ft at 15.267 ft in Span# 2 44.544 k-ft +D+L+H 0.077 : 1 Max fv/FvRatio = Vu : Applied 5.739 k at 5.660 ft in Span# 1 75.0 k Vn / Omega : Allow Load Comb : +D+L+H Max Reactions Left Support Right Support (k) Q 2.78 1.69 L 5A7 3.49 '!:!.. E 1:§a -0.32 0 (0.190) L(0,20) E(1 .660) D(0.08820 Lt0.2520) .ti ... 5.660 ft 29.080 ft -~--------- Max Deflections Transient Downward 0.437 in 798 Ratio LC: L Only Transient Upward -0.237 in R~o ~2 LC: L Only Total Downward 0.645 in 541 LC: +D+L+H Total Upward -0.346 in Ratio 392 LC: +D+L+H Page 62 of 124 Luis Labrada 809 Bowspirit, Suite 105 Chula.Vist~, CA 91914 Phone: (619) 370-9515 www.lamareng.com Multiple Simple Beam ,.,, .. Steel Beam Design : FB221 Project Title: Engineer: Project ID: Project Descr: Flle:la Costa.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.2.28 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 STEEL Section : W12x26, Fully Unbraced Using Allowable Strength Design with ASCE 7-16 Load Combinations, Major Axis Bending Fy = 50.0 ksi E = 29,000.0 ksi Steel Section Data : Depth = 12.200 in Flange Thick 0.380 in Area = 7.650 inA2 Flange Width 6.490 in Web Thick = 0.230 in I xx = 204.00 in'4 yy = 17.300 in'4 lz = 0.000 inA4 Zx = 37.200 inA3 Zy = 8.170 in'3 Weight= 26.041 plf J = 0.300 in'4 Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.01820, L = 0.0520 klft, Trib= 1.0 ft Point: D = 6.980, Lr= 4.420, L = 4.750 k@ 2.420 ft Point: D = 1.690, L = 3.490, E = 0.320 k@ 3.750 ft Point: D = 8.150, Lr = 2.690, L = 5.410, E = 0.220 k@ 14.920 ft Design Summary Max fb/Fb Ratio = Mu : Applied Mn / Omega : Allow Load Comb : Max fv/FvRatio = Vu : Applied Vn / Omega : Allow Load Comb : 0.719: 1 43.870 k-ft at 3. 752 ft in Span# 1 60.974 k-ft +D+0. 750Lr+0. 750L +H 0.302 : 1 16.958 k at 16.080 ft in Span# 1 56.120 k +D+0. 750Lr+0. 750L +H Max Reactions (k) Left Support Q L Lr §. 8.17 7~52 3-:§5 E 026 0.28 Right Support 9.36 6.97 3.16 0(6.911>J1L~2.qJ~51lJ).320) 018 150) Lr(2.690) L(5 410) E(0 220) 1 0(9.01820 L 0.0520) 16.080 ft !::! Max Deflections Transient Downward 0.154 in Ratio 1250 LC: L Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward 0.326 in 591 C: +D+0.750Lr+0.750L+H Total Upward Ratio 0.000 in 9999 LC: Page 63 of 124 Luis Labrada 809 Bowsprit, Suite 105 Chula Vista, CA 91914 Phone: (619) 370-9515 www.lamareng.com FB222 z r y Units= ft ss FB222 z r y Units= ft LAMAR I ENGINEERING FLOOR BEAM D1 Use: -< 8.9 -► 9,3 FLOOR DL 1 = 14psf *9ft = 124.6 Lbs/ft LL 1 = 40psf *8.9ft = 356 Lbs/ft STAIR STRINGER Use: ~ 8.3 FLOOR ----------Dl.---t-Lr-, -t-LL--,-1--t~--DL 1 = 14psf *3fl = 42 Lbs/fl FB222 m 810 0 2020 [ o1Lbsi!LL 1 = 40psf *3ft = 120 Lbs/ft Project: La Costa Engineer: L.F. Date : 0512412022 VERSALAM 3100 3.5X11.875" HSS 8"X6"X3/16" Page 64 of 124 Luis Labrada ~09 ~owsprit, Suite 105 Chula Vista, CA 91914 Phone: (619) 370-9515 www.lamareng.com Multiple Simple Beam ... , . ' Description: FB222-STAIR STRINGER Wood Beam Design : FB222 BEAM Size: Fi e: La Costa.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.2.28 Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 3.5x11 .875, Versalam, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Boise Cascade Wood Grade : Versa Lam 3100 Wood Species : Fb -Tension Fb-Compr 3,100.0 psi Fe -Pr11 3,000.0 psi Fv 285.0 psi Ebend-xx 2,000.0 ksi 3,100.0 psi Fe -Perp 750.0 psi Ft 2,100.0 psi Em in bend -xx 1,036.83 ksi Density 41. 760 pct Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.1246, L = 0.3560 k/ft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = fb : Actual: 0.265; 1 781.36 psi at 2,951.36 psi +D+L+H 4.665 ft in Span# 1 Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual: 0.231 : 1 65.77 psi at 285.00 psi +D+L+H 0.000 ft in Span # 1 Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support Q I. 0.64 1.66 0.64 1.66 J.r .s. '1:1.. Steel Beam Design : STAIR STRINGER STEEL Section : HSS8x6x3I16, Fully Unbraced .E. .t! Max Deflections Transient Downward 0.062 in Ratio 1794 LC: L Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward Ratio 0.086 in 1296 Total Upward Ratio LC: +D+L+H 0.000 in 9999 LC: Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Using Allowable Strength Design with ASCE 7-16 Load Combinations, Major Axis Bending Fy = 46.0 ksi E = 29,000.0 ksi Steel Section Data Depth = 8.000 in Wall Thick 0.174 in Area = 4.670 in"2 I xx= 43.70 in"4 yy = 28.200 in"4 lz = 0.000 in"4 Weight = 17 .102 pit J = 53. 700 in"4 Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.0420, L = 0.120 k/ft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = Mu : Applied Mn / Omega : Allow Load Comb : Max fv/FvRatio = Vu : Applied Vn / Omega : Allow Load Comb : 0.054 : 1 1.491 k-ft at 27.544 k-ft +D+L+H 0.017: 1 0.7307 k at 43.009 k +D+L+H 4.080 ft in Span # 1 0.000 ft in Span# 1 Width 6.000 in Zx = 13.000 in"3 Zy = 10.700 in"3 D 0.0420 L 0.120 8.160 ft Max Reactions Left Support Right Support (k) Q 0.24 0.24 I. 0.49 0.49 J.r Yi.. .E .t! Max Deflections Transient Downward 0.009in 9999 Total Downward 0.014 in 6908 LC: +D+L+H 0.000 in 9999 LC: Ratio Transient Upward Ratio LC: L Only 0.000 in 9999 LC: Total Upward Ratio Page 65 of 124 Luis Labrada 809 Bowsprit, Suite 105 Chula Vista, CA 91914 Phone: (619) 370-9515 www.lamareng.com LAMAR UENG1NEERING Project: La Costa Engineer: L.F. Date : 03/17/2022 FH201 FLOOR HEADER Use: VERSALAM 3100 5.25X16" z r y Units = ft FB219 14.8 16.1 < 3.6 ► 1.5 A I V I 01 DECK EXTERIOR WALL DL 1 = 13psf *4ft+19psf *1.5ft = 75.3 Lbs/ft L....:.-=...:...:..--'---'-.1-C.-=-::.......i.-=-.:...:...:..--'-__:_:~--'--=--L!.[;:.;Lb=-is] LL 1 = 60psf *3.6ft = 216 Lbs/ft FH202 z r y Units= ft FLOOR HEADER Use: D1 ,( 1.3 ,st I V I 01 9.1 FLOOR EXTERIOR WALL DL1 = 14psf *1.3ft+19psf *1.5ft = 46.7 Lbs/ft LL 1 = 40psf *1.3ft = 52 Lbs/ft 6X10 D.F. #2 Page 66 of 124 Luis Labrada 809 Bowspirit, Suite 105 Chula Vista. CA 91914 Phone: (619) 370-9515 www.lamareng.com Project Title: Engineer: Project ID: Project Descr: Multiple Simple Beam File: la Costa.ec6 Software copyright ENERCALC, INC. 1983-2020, Build·12.20.2.28 ,., ... Description : FH201-2 Wood Beam Design : FH201 Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : 5.25x16, Versalam, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Boise Cascade Wood Grade : Versa Lam 3100 Wood Species : Fb -Tension Fb -Compr 3100 psi Fe -Prll 3000 psi Fv 285 psi Ebend-xx 2000 ksi 3100 psi Fe -Perp 750 psi Ft 2100 psi Eminbend -xx530120482 ksi Density 41 .76 pcf Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.07530, L = 0.2160 k/ft, Trib= 1.0 ft Point: D = 7.870, Lr= 6.010, L = 4.810 k@ 14.830 ft Design Summary Max fb/Fb Ratio = fb : Actual : Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb: 0.368 • 1 1,053.55 psf at 11.149 ft in Span# 1 2,859.81 psi +D+L+H 0.195 :1 55.67 psi at 0.000 ft in Span # 1 285.00 psi +D+L+H Q !: .b! Max Reactions (k) Left Support 1.41 2.11 0.47 Right Support 8.06 6.17 5.54 Wood Beam Design: FH201 ti Max Deflections Transient Downward Ratio 0.138 in 1396 LC: L Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward 0.268 in Ratio 720 C: +D+0.750Lr+0.750L+H Total Upward Ratio 0.000 in 9999 LC: Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 6x10, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Douglas Fir-Larch Wood Grade : No.2 Wood Species : Fb -Tension Fb -Compr 875 psi Fe -Prll 600 psi Fv 170 psi Ebend-xx 875 psi Fe -Perp 625 psi Ft 425 psi Eminbend -xx Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.04670, L = 0.0520 k/ft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = fb : Actual: 0.189 ; 1 164.47 psi at 870.17 psi +D+L+H Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support 0.070: 1 11.85 psi at 170.00 psi +D+L+H Q 0.26 0.26 !: 0.24 0.24 .b! 4.540 ft in Span# 1 8.293 ft in Span# 1 Y:J.. 9.080 ft Max Deflections Transient Downward 0.016 in 6961 Ratio Transient Upward Ratio LC: L Only O.OOOin 9999 LC: 1300 ksi 470ksi Density Total Downward Ratio 31 .21 pcf 0.033 in 3290 LC: +D+L+H Total Upward 0.000 in Ratio 9999 LC: Page 67 of 124 . . . . APPENDIX Ill Post Calculations Page 68 of 124 Luis Labrada 809 Bowsprit, Suite 105 Chula Vista, CA 91914 Phone: (619) 370-9515 www.lamareng.com Beam or beams arriving at post RB305(2) RB304(1) + FB201(1) RB305(2) + FB202(2) + FB214(1) FB207(2) + FB203(2) + FB206(1) FB206(2) FB208(1) + FB213(2) FB209(2) + FB211(2) FB212(2) FB214(2) + FB221(1) FB217(1) FB221(2) FB220(1) + FH201(2) Axlal Width of Load [Lbs] wall 4650.00 6.00 4051.00 6.00 8460.00 6.00 8210.00 6.00 10240.00 6.00 19450.00 4.00 22320.00 6.00 19360.00 6.00 24670.00 6.00 18040.00 6.00 19490.00 6.00 28020.00 6.00 LAMAR IIENGINEERING POST VERIFICATION 1 ST FLOOR LEVEL Height Proposed Alowable Axial Load [Ft] Post [Lbs] 11.00 6X4 14060.00 10.00 6X4 16185.00 10.00 6X6 21505.00 10.00 6X4 16185.00 10.00 6X4 16185.00 10.00 4X10 12835.00 10.00 6X8 29320.00 10.00 6X6 21505.00 10.00 6X8 29320.00 10.00 6X6 21505.00 10.00 6X6 21505.00 10.00 6x6 21505.00 Status OK OK OK OK OK NOTGOOD OK OK OK OK OK NOT GOOD Project: La Costa Engineer: L.F. Date: 03/17/2022 Observations - - - - - HSS 3.5"X3.5"Xl/8" - - - - - HSS 5"X3"Xl/4" Page 69 of 124 Luis Labrada ?09 B_owsRirit, Suite 105 Chula Vista, CA 91914 Phone: (619) 370-9515 www.lamareng.com DESCRIPTION: P1 Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used: ASCE 7-16 General Information Steel Section Name : Analysis Method : HSS3-1/2x3-1/2x1/8 Allowable Strength Project Title: Engineer: Project ID: Project Descr: 1 e: a Costa.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.2.28 Overall Column Height 10.0 ft Top & Bottom Fixity Top Pinned, Bottom Fixed Steel Stress Grade Fy : Steel Yield Brace condition for deflection (buckling) along columns : E : Elastic Bending Modulus Applied Loads 46.0 ksi 29,000.0 ksi Column self weight included : 55.970 lbs* Dead Load Factor AXIAL LOADS ... FB213: Axial Load at 10.0 ft, D = 1.320, LR = 0.580, L = 1.160 k FB208: Axial Load at 10.0 ft, D = 7.250, LR= 3.050, L = 6.090 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination 0.5506 : 1 +D+0.750Lr+0.750L+H Location of max.above base At maximum location values are ... Pa : Axial Pn / Omega : Allowable Ma-x : Applied Mn-x I Omega : Allowable Ma-y : Applied Mn-y I Omega : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Va : Applied Vn / Omega : Allowable Load Combination Results 0.0 ft 16.786 k 30.487 k 0.0 k-ft 4.430 k-ft 0.0 k-ft 4.430 k-ft 0.0 : 1 0.0 0.0 ft 0.0 k 0.0 k X-X (width) axis : Unbraced Length for buckling ABOUT Y-Y Axis= 10.0 ft, K = 0.80 Y-Y (depth) axis : Unbraced Length for buckling ABOUT X-X Axis = 10 ft, K = 0.80 Service loads entered. Load Factors will be applied for calculations. Maximum Load Reactions .. Top along X-X Bottom along X-X Top along Y-Y Bottom along Y -Y Maximum Load Deflections ... Along Y-Y 0.0 in at for load combination : Along X-X 0.0 in at for load combination : 0.0 k 0.0 k 0.0 k 0.0 k 0.0ft above base 0.0ft above base Maximum Shear Ratios Maximum Axial + Bending Stress Ratios Load Combination Stress Ratio Status Location Cbx Cby KxLx/Rx KyLy/Ry Stress Ratio Status Location Maximum Deflections for Load Combinations Load Combination Steel Section Properties : Max. X-X Deflection HSS3-1/2x3-1/2x1/8 Distance Max. Y-Y Deflection Distance Page 70 of 124 Luis Labrada ~09 ~OWSP,irit, Suite 105 Chula Vista, CA 91914 Phone: (619) 370-9515 www.lamareng.com Steel Column 1.11 • DESCRIPTION: P1 Steel Section Properties Depth = Design Thick Width Wall Thick Area Weight Ycg Sketches C: 0 &qi M HSS3-1/2x3-1/2x1 /8 3.500 in I xx 0.116 in Sxx 3.500 in R xx 0.125 in l.x 1.540 in'2 5.597 plf 0.000 in +Y I yy s yy R yy Load 2 3.50in +X Project Title: Engineer: Project ID: Project Descr: 2.90 in'4 1.66 in'3 1.370 in 1.930 in'3 2.900 in'4 1.660 in'3 1.370 in File: La Costa.ec~ Software copyright ENERCALC, INC. 1983-2020, Build:12.20.2.28 C - 4.580 in'4 2.650 in'3 . 0 i - Page 71 of 124 Luis Labrada 809 BowsP.irit, Suite 105 Chula' Vist~. CA 91914 Phone: (619) 370-9515 www.lamareng.com Steel Column loll • DESCRIPTION: P2 Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Steel Section Name : Analysis Method : HSS5x3x1/4 Allowable Strength Project Title: Engineer: Project ID: Project Descr: File: La sta.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.2.28 Overall Column Height 10.0 ft Top & Bottom Fixity Top Pinned, Bottom Fixed Steel Stress Grade Fy : Steel Yield Brace condition for deflection (buckling) along columns : E : Elastic Bending Modulus Applied Loads 46.0 ksi 29,000.0 ksi Column self weight included : 121.808 lbs* Dead Load Factor AXIAL LOADS ... FH201: Axial Load at 10.0 ft, D = 8.060, LR= 5.540, L = 6.170 k FB220: Axial Load at 10.0 ft, D = 2.780, L = 5.470 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination 0.3980 : 1 +D+O. 750Lr+O. ?SOL +H Location of max.above base . At maximum location values are ... Pa : Axial Pn / Omega : Allowable Ma-x : Applied Mn-x / Omega : Allowable Ma-y : Applied Mn-y I Omega : Allowable PASS Maximum Shear Stress Ratio= Load Combination Location of max.above base At maximum location values are ... Va: Applied Vn / Omega : Allowable Load Combination Results 0.0 ft 23.847 k 59.916 k 0.0 k-ft 12.349 k-ft 0.0 k-ft 8.654 k-ft 0.0 : 1 0.0 0.0 ft 0.0 k 0.0 k X-X (width) axis : Unbraced Length for buckling ABOUT Y-Y Axis= 10.0 ft, K = 0.80 Y-Y (depth) axis : Unbraced Length for buckling ABOUT X-X Axis= 10.0 ft, K = 0.80 Service loads entered. Load Factors will be applied for calculations. Maximum Load Reactions .. Top along X-X Bottom along X-X Top along Y-Y Bottom along Y -Y Maximum Load Deflections ... Along Y-Y 0.0 in at for load combination : Along X-X 0.0 in at for load combination : 0.0 k 0.0 k 0.0 k 0.0 k 0.0ft above base 0.0ft above base Maximum Shear Ratios Maximum Axial + Bending Stress Ratios Load Combination Stress Ratio Status Location Cbx Cby KxLx/Rx KyLy/Ry Stress Ratio Status Location Maximum Deflections for Load Combinations Load Combination Steel Section Properties : Max. X-X Deflection HSS5x3x1/4 Distance Max. Y-Y Deflection Distance Page 72 of 124 Luis Labrada 809 BOWSP,irit, Suite 105 Chula'vist~. CA 91914 Phone: (619) 370-9515 www.lamareng.com Steel Column DESCRIPTION: P2 Steel Section Properties Depth Design Thick = Width = Wall Thick Area Weight Ycg Sketches C 0 0 iri - HSS5x3x1/4 5.000 in 0.233 in 3.000 in 0.250 in 3.370 in•2 12.181 plf .... 0.000 in +Y I I -• / I Loac 3.00in Project Title: Engineer: Project ID: Project Descr: Software copyright ENERCALC, INC. 1983-2020, Build:12.20.2.28 I xx 10.70 in•4 J 11.000 in•4 s xx 4.29 in•3 Cw = 6.10 in•s R xx = 1.780 in zx = 5.380 in•3 I yy = 4.810 in•4 C = 6.100 in•3 s yy = 3.210 in•3 R yy 1.190 in Zy 3.770 in•3 -- t +X c..; - Page 73 of 124 t I • t APPENDIX IV Pad Calculations Page 74 of 124 Luis Labrada 809 Bowsprit, Suite 105 Chula Vista, CA 91914 Phone: (619) 370-9515 www.lamareng.com L [ft] TOP VIEW (IOUNDATION) SOIL BEARING CAPACITY = 2000 "P"from Beam or beams enercalc H [Ft] W[Ft] arriving at pad [Lbs] 4051 2.0 1.33 FB202(2) + 8460 2.0 1.33 FB203(2) + 8210 2.0 1.33 FB206(2) 10240 2.0 1.33 FB208(1) + 19450 FB213(2) FB209(2) + 22320 2.0 1.33 FB211(2) FB212(2) 19360 2.0 1.33 FB214(2) + 24670 2.0 1.33 FB221 1 FB217(1) 18040 2.0 1.33 FB221(2) 19490 2.0 1.33 FB220(1) + 28020 2.0 1.33 FH201 2 FB212(2) 19360 2.0 1.33 LAMAR I ENGINEERING PAD REQUIREMENT Psf. Area L•2H A•W"L a •P/A [FQ [pct] [Ft2) 4.0 5.3 761 .5 4.0 5.3 1590.2 4.0 5.3 1543.2 4.0 5.3 1924.8 4.0 5.3 4195.5 4.0 5.3 3639.1 4.0 5.3 4637.2 4.0 5.3 3391.0 4.0 5.3 3663.5 4.0 5.3 5266.9 4.0 5.3 3639.1 P [Lib] L [ft] FOUNDATION Soll Bearing < Capacity (pcfJ < 2000 < 2000 < 2000 < 2000 2000 > 2000 > 2000 > 2000 > 2000 > 2000 > 2000 > 2000 Project: La Costa Engineer: L.F. Date : 06/23/2022 FOUNDATION Status Pad N°See Enercalc PAD NOT NEEDED PAD NOT NEEDED PAD NOT NEEDED PAD NOT NEEDED Page 75 of 124 Luis Labrada 809 BowsP.irit, Suite 105 Chula'Visti, CA 91914 Phone: (619) 370-9515 www.lamareng.com General Footing ,.,, . DESCRIPTION: F1 Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties fc : Concrete 28 day strength fy : Rebar Yield Ee : Concrete Elastic Modulus Concrete Density <p Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow% Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions Width parallel to X-X Axis Length parallel to Z-Z Axis Footing Thickness Pedestal dimensions ... px : parallel to X-X Axis pz : parallel to Z-Z Axis Height = = = = = Rebar Centerline to Edge of Concrete ... at Bottom of footing = Reinforcing Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z-Z Axis Number of Bars = Reinforcing Bar Size = = = = = = = Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation # Bars required within zone # Bars required on each side of zone Applied Loads D # 2.50 ksi 60.0 ksi 3,122.0 ksi 145.0 pct 0.90 0.750 = = 0.00180 = = 3.750 ft 3.750 ft 24.0 in in in in 3.0 in 7 5 7 1.0 : 1 1.0 : 1 Yes Yes No No # 5 " n/a n/a n/a Lr P : Column Load = 10,840 5.540 OB : Overburden = M-xx = M-zz = V-x = V-z = Project Title: Engineer: Project ID: Project Descr: File: la Costa.ec6 Software copyright ENERCALC. INC. 1983-2020, Build:12.20.2.28 Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Footing base depth below soil surface Allow press. increase per foot of depth when footing base is below Increases based on footing plan dimension Allowable pressure increase per foot of depth when max. length or width is greater than X ·Jl--......... 111•/ L 11.640 z s w = = = = = = = = = E X I, . 2.0 ksf No 250.0 pct 0.250 2.0 ft H ksf ft ksf ft k ksf k-ft k-ft k k Page 76 of 124 Luis Labrada ~09 Bpwspjrit, Suite 105 Chula Vista, CA 91914 Phone: (619) 370-9515 www.lamareng.com General Footing .. ,, . DESCRIPTION: F1 DESIGN SUMMARY Min. Ratio Item PASS 0.9885 Soil Bearing PASS n/a Overturning -X-X PASS n/a Overturning -Z-Z PASS n/a Sliding -X-X PASS n/a Sliding -Z-Z PASS n/a Uplift PASS 0.08127 Z Flexure (+X) PASS 0.08127 Z Flexure (-X) PASS 0.08127 X Flexure ( + Z) PASS 0.08127 X Flexure (-Z) PASS 0.01456 1-way Shear ( + X) PASS 0.01456 1-way Shear (-X) PASS 0.01456 1-way Shear (+Z) PASS 0.01456 1-way Shear (-Z) PASS 0.1025 2-way Punching Detailed Results Soil Bearing Rotation Axis & Load Combination ... Gross Allowable X-X. +D+H 2.0 X-X. +D+L+H 2.0 X-X. +D+Lr+H 2.0 X-X. +D+S+H 2.0 X-X. +D+0.750Lr+0.750L +H 2.0 X-X. +D+0.750L +0.750S+H 2.0 X-X. +D+0.60W+H 2.0 X-X. +D+0.750Lr+0.750L +0.450W+H 2.0 X-X. +D+0.750L +0.750S+0.450W+H 2.0 X-X. +0.60D+0.60W+0.60H 2.0 X-X. +D+0.70E+0.60H 2.0 X-X. +D+0.750L +0.750S+0.5250E+H 2.0 X-X. +0.60D+0.70E+H 2.0 Z-Z. +D+H 2.0 Z-Z. +D+L+H 2.0 Z-Z. +D+Lr+H 2.0 Z-Z. +D+S+H 2.0 Z-Z. +D+0.750Lr+0.750L +H 2.0 Z-Z. +D+0.750L +0.750S+H 2.0 Z-Z. +D+0.60W+H 2.0 Z-Z. +D+0.750Lr+0.750L +0.450W+H 2.0 Z-Z. +D+0.750L +0.750S+0.450W+H 2.0 Z-Z. +0.60D+0.60W+0.60H 2.0 Z-Z. +D+0.70E+0.60H 2.0 Z-Z. +D+0.750L +0.750S+0.5250E+H 2.0 Z-Z. +0.60D+0.70E+H 2.0 Applied 1.977 ksf 0.0 k-ft 0.0 k-ft 0.0 k 0.0 k 0.0 k 4.30 k-ft/ft 4.30 k-ft/ft 4.30 k-ft/ft 4.30 k-ft/ft 1.092 psi 1.092 psi 1.092 psi 1.092 psi 15.376 psi Xecc Zecc (in) n/a 0.0 n/a 0.0 n/a 0.0 nla 0.0 n/a 0.0 n/a 0.0 n/a 0.0 n/a 0.0 n/a 0.0 n/a 0.0 n/a 0.0 n/a 0.0 n/a 0.0 0.0 n/a 0.0 n/a 0.0 n/a 0.0 n/a 0.0 n/a 0.0 n/a 0.0 n/a 0.0 n/a 0.0 n/a 0.0 n/a 0.0 n/a 0.0 n/a 0.0 n/a Project Title: Engineer: Project ID: Project Descr: File: La Costa.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.2.28 Capacity 2.0 ksf 0.0 k-ft 0.0 k-ft 0.0 k 0.0 k 0.0 k 52.911 k-ft/ft 52.91 1 k-ft/ft 52.911 k-ft/ft 52.911 k-ft/ft 75.0 psi 75.0 psi 75.0 psi 75.0 psi 150.0 psi Design OK Governing Load Combination +D+0.750Lr+0. 750L +0.450W+H about Z-, No Overturning No Overturning No Sliding No Sliding No Uplift +1.20D+0.50Lr+1 .60L +1.60H +1.20D+0.50Lr+1 .60L +1 .60H +1.20D+0.50Lr+1.60L +1.60H +1 .20D+0.50Lr+1.60L +1.60H +1.20D+0.50Lr+1 .60L +1 .60H +1.20D+0.50Lr+1 .60L +1 .60H +1.20D+0.50Lr+1 .60L +1.60H +1.20D+0.50Lr+1.60L +1.60H +1.20D+0.50Lr+1.60L +1 .60H Actual Soil Bearing Stress @ Location Actual / Allow Bottom, -Z Top,+Z Left, -X Right, +X Ratio 1.061 1.061 n/a n/a 0.531 1.889 1.889 n/a n/a 0.945 1.455 1.455 n/a n/a 0.728 1.061 1.061 n/a n/a 0.531 1.977 1.977 n/a n/a 0.989 1.682 1.682 n/a n/a 0.841 1.061 1.061 n/a n/a 0.531 1.977 1.977 n/a n/a 0.989 1.682 1.682 n/a n/a 0.841 0.6365 0.6365 n/a n/a 0.318 1.061 1.061 n/a n/a 0.531 1.682 1.682 n/a n/a 0.841 0.6365 0.6365 n/a n/a 0.318 n/a n/a 1.061 1.061 0.531 n/a n/a 1.889 1.889 0.945 n/a n/a 1.455 1.455 0.728 n/a n/a 1.061 1.061 0.531 n/a n/a 1.977 1.977 0.989 n/a n/a 1.682 1.682 0.841 n/a n/a 1.061 1.061 0.531 n/a n/a 1.977 1.977 0.989 n/a n/a 1.682 1.682 0.841 n/a n/a 0.6365 0.6365 0.318 n/a n/a 1.061 1.061 0.531 n/a nla 1.682 1.682 0.841 n/a n/a 0.6365 0.6365 0.318 Page 77 of 124 Luis Labrada ~09 BpwsP,irit, Suite 105 Chula Vista, CA 91914 Phone: (619) 370-9515 www.lamareng.com General Footing ..... DESCRIPTION: F2 Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used: ASCE 7-16 General Information Material Properties fc : Concrete 28 day strength fy : Rebar Yield Ee : Concrete Elastic Modulus Concrete Density <P Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow% Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions Width parallel to X-X Axis Length parallel to Z-Z Axis Footing Thickness Pedestal dimensions ... px : parallel to X-X Axis pz : parallel to Z-Z Axis Height = = ; = = Rebar Centerline to Edge of Concrete ... at Bottom of footing = Reinforcing Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z-Z Axis Number of Bars = Reinforcing Bar Size = = = = = = Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation # Bars required within zone # Bars required on each side of zone Applied Loads D 2.50 ksi 60.0 ksi 3,122.0 ksi 145.0 pcf 0.90 0.750 = = 0.00180 = = 3.250 ft 3.250 ft # # 24.0 in in in in 3.0 in 6 5 6 5 n/a n/a n/a 1.0 : 1 1.0 : 1 Yes Yes No No Lr P : Column Load = 9.360 3.160 OB : Overburden = M-xx = M-zz = V-x = V-z = Project Title: Engineer: Project ID: Project Descr: File: [a Costa.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.2.28 Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Footing base depth below soil surface Allow press. increase per foot of depth when footing base is below Increases based on footing plan dimension Allowable pressure increase per foot of depth when max. length or width is greater than X L 6.970 s z z 3'-3" w = = = = = = = = = X E 2.0 ksf No 250.0 pcf 0.250 2.0 ft H ksf ft ksf ft k ksf k-ft k-ft k k Page 78 of 124 Luis Labrada ~09 B_owsRirit, Suite 105 Chula Vista, CA 91914 Phone: (619) 370-9515 www.lamareng.com General Footing ..... DESCRIPTION: F2 DESIGN SUMMARY Min. Ratio Item PASS 0.9475 Soil Bearing PASS n/a Overturning -X-X PASS n/a Overturning -Z-Z PASS n/a Sliding -X-X PASS n/a Sliding -Z-Z PASS n/a Uplift PASS 0.05722 Z Flexure (+X) PASS 0.05722 Z Flexure (-X) PASS 0.05722 X Flexure (+Z) PASS 0.05722 X Flexure (-Z) PASS n/a 1-way Shear ( + X) PASS 0.0 1-way Shear (-X) PASS n/a 1-way Shear ( + Z) PASS n/a 1-way Shear (-Z) PASS n/a 2-way Punching Detailed Results Soil Bearing Rotation Axis & Xecc Load Combination ... Gross Allowable X-X. +D+H 2.0 n/a X-X. +D+L+H 2.0 n/a X-X. +D+Lr+H 2.0 n/a X-X. +D+S+H 2.0 n/a X-X. +D+0.750Lr+0.750L +H 2.0 n/a X-X. +D+0.750L +0.750S+H 2.0 n/a X-X. +D+0.60W+H 2.0 n/a X-X. +D+0.750Lr+0.750L +0.450W+H 2.0 n/a X-X. +D+0.750L +0.750S+0.450W+H 2.0 n/a X-X. +0.60D+0.60W+0.60H 2.0 n/a X-X. +D+0.70E+0.60H 2.0 n/a X-X. +D+0.750L +0. 750S+0.5250E+H 2.0 n/a X-X. +0.600+0.70E+H 2.0 n/a Z-Z. +D+H 2.0 0.0 Z-Z. +D+L+H 2.0 0.0 Z-Z. +D+Lr+H 2.0 0.0 Z-Z. +D+S+H 2.0 0.0 Z-Z. +D+0.750Lr+0.750L +H 2.0 0.0 Z-Z. +D+0.750L +0.750S+H 2.0 0.0 Z-Z. +D+0.60W+H 2.0 0.0 Z-Z. +D+0.750Lr+0.750L +0.450W+H 2.0 0.0 Z-Z. +D+0.750L +0.750S+0.450W+H 2.0 0.0 Z-Z. +0.600+0.60W+0.60H 2.0 0.0 Z-Z. +D+0.70E+0.60H 2.0 0.0 Z-Z. +D+0.750L +0.750S+0.5250E+H 2.0 0.0 Z-Z. +0.600+0.70E+H 2.0 0.0 Applied 1.895 ksf 0.0 k-ft 0.0 k-ft 0.0 k 0.0 k 0.0 k 2.996 k-ft/ft 2.996 k-ft/ft 2.996 k-ft/ft 2.996 k-ft/ft 0.0 psi 0.0 psi 0.0 psi 0.0 psi 9.624 psi Zecc (in) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 n/a n/a n/a n/a n/a n/a nla n/a n/a n/a n/a n/a n/a Project Title: Engineer: Project ID: Project Descr: Fie: La Costa.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12 20.2.28 Capacity 2.0 ksf 0.0 k-ft 0.0 k-ft 0.0 k 0.0 k 0.0 k 52.349 k-ft/ft 52.349 k-ft/ft 52.349 k-ft/ft 52.349 k-ft/ft 75.0 psi 0.0 psi 75.0 psi 75.0 psi 75.0 psi Design OK Governing Load Combination +D+0.750Lr+0.750L +0.450W+H about Z-. No Overturning No Overturning No Sliding No Sliding No Uplift +1.20D+0.50Lr+1 .60L +1.60H +1.20D+0.50Lr+1.60L +1.60H +1.20D+0.50Lr+1 .60L +1.60H +1.20D+0.50Lr+1 .60L +1.60H n/a n/a n/a n/a +1.20D+0.50Lr+1 .60L +1.60H Actual Soil Bearing Stress @ Location Actual / Allow Bottom, -Z Top, +Z Left, -X Right, +X Ratio 1.176 1.176 n/a n/a 0.588 1.836 1.836 n/a n/a 0.918 1.475 1.475 n/a n/a 0.738 1.176 1.176 n/a n/a 0.588 1.895 1.895 n/a n/a 0.948 1.671 1.671 n/a n/a 0.836 1.176 1.176 n/a n/a 0.588 1.895 1.895 n/a n/a 0.948 1.671 1.671 n/a n/a 0.836 0.7057 0.7057 n/a n/a 0.353 1.176 1.176 n/a n/a 0.588 1.671 1.671 n/a n/a 0.836 0.7057 0.7057 n/a n/a 0.353 n/a n/a 1.176 1.176 0.588 n/a n/a 1.836 1.836 0.918 n/a n/a 1.475 1.475 0.738 n/a n/a 1.176 1.176 0.588 n/a n/a 1.895 1.895 0.948 n/a n/a 1.671 1.671 0.836 n/a n/a 1.176 1.176 0.588 n/a n/a 1.895 1.895 0.948 n/a n/a 1.671 1.671 0.836 n/a n/a 0.7057 0.7057 0.353 n/a n/a 1.176 1.176 0.588 n/a n/a 1.671 1.671 0.836 n/a n/a 0.7057 0.7057 0.353 Page 79 of 124 . .. " . APPENDIX V Strong-Wall Calculations Page 80 of 124 SIMPSON STRONG-TIE COMPANY INC. (800) 999-5099 5956 W. Las Positas Blvd., Pleasanton, CA 94588. www.strongtie.com Job Name: La Costa Wall Name: Wall Line 3 Application: Two-Story Stacked Design Criteria: * 2018 International Bldg Code * Seismic R=6.5 * 2500 psi concrete * 2nd Story Wall Design Shear = 781 lbs • 1st Story Wall Design Shear= 2802 lbs * Floor Joist Depth = 12" * Nominal wall height of 2nd Story = 9 ft * Nominal wall height of 1st Story = 10 ft Selected Strong-Wall® Panel Solution: Model Level Type w (in) WSWH24x9 2nd Story Wood 24 WSWH12x10 1st Story Wood 12 WSWH24x10 1st Story Wood 24 Actual Shear & Drift Distribution: RR Actual Model Level Relative Shear Rigidity (lbs) - WSWH24x9 2nd Story 0.84 658 WSWH12x10 1st Story 0.14 514 WSWH24x10 1st Story 0.86 3069 Notes: H T <in) (in) 105.25 3.5 117.25 3.5 117.25 3.5 Allowable Shear (lbs) $ 2045 OK $ 700 OK $ 4010 OK SIMPSON Strong-Tie 4P End Total Axial Actual Sill Anchor Lo1ad,) Uplift Anchor Bolts lbs (lbs) N/A 2 -1" 100 no uplift N/A 2 -1" 200 9925 N/A 2 -1" 200 25457 - Actual / Actual Drift Moment Moment Allow Drift Limit Base Allow Shear (in) (in) (ft-lbs) (ft-lbs) 0.32 0.14 0.47 I NA l NA 0.73 0.46 0.52 6373 6840 0.77 0.46 0.52 37267 39180 1. Strong-Wall High-Strength Wood Shearwalls have been evaluated to the 2018 IBC/IRC. See www.strongtie.com for additional design and installation information. 2. Anchor templates are recommended for proper anchor bolt placement, and are required in some jurisdictions. 3. Two-story stacked solutions evaluate cumulative overturning effects. 4. Panels may be trimmed to a minimum height of 74½". 5. Two-Story Stacked Application requires WSWH-TSS_-KT Connection Kit based on panel width (example: WSWH-TSS18-KT). 6. Plate denotes shear transfer plate in Two-Story Stacked Connection Kit. Page 1 of 5 Page 81 of 124 SIMPSON STRONG-TIE COMPANY INC. (800) 999-5099 5956 W. Las Positas Blvd., Pleasanton, CA 94588. www.strongtie.com Disclaimer: I SIMPSON Strong-Tie It is the Designer's responsibility to verify product suitability under applicable building codes. In order to verify code listed applications please refer to the appropriate product code reports at www.strongtie.com or contact Simpson Strong-Tie Company Inc. at 1-800-999-5099. Page 2 of 5 Page 82 of 124 SIMPSON STRONG-TIE COMPANY INC. (800) 999-5099 5956 W. Las Positas Blvd., Pleasanton, CA 94588. www.strongtie.com Job Name: La Costa Wall Name: Wall Line 3 Application: Two-Story Stacked Design Criteria: * Slab on grade -Garage curb * 2018 International Bldg Code * Seismic R=6.5 * 2500 psi concrete Anchor Solution Details: Curb Installation WSWH-AB 6" Minimum curb/stemwall 6Y.i' 6"min. Shear reinforcement per detail when required Curb Section View Perspective View (Slab not shown for clarity) SIMPSON Strong-Tie I I I I I Y.zW w _______ J ---.L....-'- Y.zw-.1 Footing Plan Anchor Solution Assuming Cracked Concrete Design: Anchor Solution Assuming Uncracked Concrete Design: Model w de B Anchor Bolt Strength Model w de B Anchor Bolt Strength WSWH12x10 33 11 8.125 WSWH-AB Standard WSWH12x10 28 10 8.125 WSWH-AB Standard WSWH24x10 52 18 20 WSWH-AB High Strength ~ WSWH24x10 45 15 20 WSWH-AB High Strength --- Page 3 of 5 Page 83 of 124 SIMPSON STRONG-TIE COMPANY INC. (800) 999-5099 SIMPSON 5956 W. Las Positas Blvd., Pleasanton, CA 94588. www.stronglie.com Strong-Tie Notes: 1. Anchorage designs conform to ACI 318-14 and 318-11 Appendix D with no supplementary reinforcement for cracked and uncracked concrete as noted. 2. Anchorage strength indicates required grade of anchor bolt. Standard (ASTM F1554 grade 36) or High Strength (HS)(ASTM A 193 Grade 87). 3. Seismic indicates Seismic Design Category C though F. Detached 1 & 2 family dwellings in SOC C may use wind anchorage solutions. Seismic anchorage designs conform to ACI 318-11 section D.3.3.4.3 and ACI 318-14 section 17.2.3.4.3 4. Foundation dimensions are for anchorage only. Foundation design (size and reinforcement) by others. The registered design professional may specify alternate embedment, footing size or anchor bolt. 4D Page 4 of 5 Page 84 of 124 SIMPSON STRONG-TIE COMPANY INC. (800) 999-5099 5956 W. Las Positas Blvd., Pleasanton, CA 94588. www.strongtie.com 1+------r..m1n. -----.i i.....----4----- :r ' ~!""'"~ WSWII-AS 13 llllrpln oradl 60 reblr (min.) WSWII-AB 13111 AlldllundMCtlll Qr1lk 60 dur1no concttll -(min.) l)laclffl1111. Hairpin Shear Reinforcement Tie Shear Reinforcement Shear Anchorage Solutions WSWK-AB "3 hllrpln (13 dttimlat), .., llbll lo< requllld quonl,1y. . . .. . . .. .. Hairpin Installation /Garll(J(J cub..,...,_ -foolhg !)PIS s.tMl,J -· -· ----- ....,._ l,•t. ------lloJ ------_.._ -(IL) -\II,) WSV,li12 10¼ (1) 131le 6 5e1Nole 7 6 WSV,li18 15 (2) 13 halrplrau 6 ~)13~ 6 WSV,li2◄ 19 (2)t3hairpn' 8 (2)13twpre' 6 --1,0IKl 770 ~===~ Slrong-W.11" W$\'M 1.S-rd>ollgodoolgr-econlonnlOAC1316-14~17end/>0318-11rd-.menttTun2..!iOOl)liconc:rell. 2.s--•noc~1or--~.,.,..--"""'ecjgo"'concn,cel.°'t:nced-pr,ol~ 3. ---<1119'C811gOryC~F.DICacheOone-r<1 two-lomly~inSOCCrr-,_'oWld..,,_--._...,._ -oeov,ooonloml1oACl318-t◄.-.17.2.3.6.3andAC1318-11 _,0,3.3.5. 4. Wind --daoql celego,y Ar<I Band-one-end two-_,.,,~ In SOC C. 5. _,,.,_,,_,.,........, .. _cul>Olll--belowancnor-psdooqls 11. U18(1)'3twpnlorWSWH181WlenlllandWatrerc,111-•- 7. UIO(t)t(lliolorWS'M-t12wh411porlll<1119',._'°""' __ ancn:ngo_.,_lood. 8. No.4~40--rr-,l>O-lorWSWH.,_ena.,,.IOUfcnl. 9. Conc,eleedge--.0.lor-..---AC1318-14_, 17.72...,AC1318-11 _,D.&2. 10.The~,,.,ll)Oaly------ SIMPSON Strong-Tie STRONG-WALL GI) WSWH SHEAR ANCHORAGE SCHEDULE AND DETAILS Page 5 of 5 Page 85 of 124 SIMPSON STRONG-TIE COMPANY INC. (800) 999-5099 5956 W. Las Positas Blvd., Pleasanton, CA 94588. www.strongtie.com Job Name: La Costa Wall Name: Wall Line 4 Application: Two-Story Stacked Design Criteria: * 2018 International Bldg Code * Seismic R=6.5 * 2500 psi concrete * 2nd Story Wall Design Shear= 1421 lbs * 1st Story Wall Design Shear= 978 lbs • Floor Joist Depth = 12" * Nominal wall height of 2nd Story = 9 ft * Nominal wall height of 1st Story = 10 ft Selected Strong-Wall® Panel Solution: Model Level Type WSWH24x9 I 2nd Story Wood WSWH24x10 1st Story Wood Actual Shear & Drift Distribution: Model WSWH24x9 WSWH24x10 Level w H T (in) /in) (in) 24 105.25 3.5 24 117.25 3.5 Actual Shear (lbs) 1421 ~ 2399 ~ Allowable Shear (lbs} 2045 OK 4010 OK 2nd Story 1st Story --'---'------ Notes: SIMPSON Strong-Tie End Total Axial Actual Sill Anchor Load Uplift Anchor Bolts (lbs) (lbs) N/A 2 -1" 100 no uplift N/A 2 -1" 200 26094 Actual/ Actual Drift Moment Moment Allow Drift Limit Base Allow Shear (in) (in) (ft-lbs) (ft-lbs) ~ 0.69 0.30 0.47 NA NA 0.60 0.47 0.52 38200 39180 - 1. Strong-Wall High-Strength Wood Shearwalls have been evaluated to the 2018 IBC/IRC. See www.strongtie.com for additional design and installation information. 2. Anchor templates are recommended for proper anchor bolt placement, and are required in some jurisdictions. 3. Two-story stacked solutions evaluate cumulative overturning effects. 4. Panels may be trimmed to a minimum height of 74½". 5. Two-Story Stacked Application requires WSWH-TSS_-KT Connection Kit based on panel width (example: WSWH-TSS18-KT). 6. Plate denotes shear transfer plate in Two-Story Stacked Connection Kit. Disclaimer: It is the Designer's responsibility to verify product suitability under applicable building codes. In order to verify code listed applications please refer to the appropriate product code reports at www.strongtie.com or contact Simpson Strong-Tie Company Inc. at 1-800-999-5099. Page 1 of 4 Page 86 of 124 SIMPSON STRONG-TIE COMPANY INC. (800) 999-5099 5956 W. Las Positas Blvd., Pleasanton, CA 94588. www.strongtie.com Job Name: La Costa Wall Name: Wall Line 4 Application: Two-Story Stacked Design Criteria: * Slab on grade -Interior * 2018 International Bldg Code * Seismic R=6.5 * 2500 psi concrete Anchor Solution Details: WSWH-AB Interior Section View Anchor Solution Assuming Cracked Concrete Design: Model w de B Anchor Bolt Strength WSWH24x10 52 18 20 WSWH-AB High Strength SIMPSON Strong-Tie 4D Footing Plan Anchor Solution Assuming Uncracked Concrete Design: Model w de B Anchor Bolt Strength WSWH24x10 45 15 20 WSWH-AB High Strength Page 2 of 4 Page 87 of 124 SIMPSON STRONG-TIE COMPANY INC. (800) 999-5099 SIMPSON 5956 W. Las Positas Blvd., Pleasanton, CA 94588. www.strongtie.com Strong-Tie Notes: 1. Anchorage designs conform to ACI 318-14 and 318-11 Appendix D with no supplementary reinforcement for cracked and uncracked concrete as noted. 2. Anchorage strength indicates required grade of anchor bolt. Standard (ASTM F1554 grade 36) or High Strength (HS)(ASTM A193 Grade 87). 3. Seismic indicates Seismic Design Category C though F. Detached 1 & 2 family dwellings in SOC C may use wind anchorage solutions. Seismic anchorage designs conform to ACI 318-11 section D.3.3.4.3 and ACI 318-14 section 17.2.3.4.3 4. Foundation dimensions are for anchorage only. Foundation design (size and reinforcement) by others. The registered design professional may specify alternate embedment, footing size or anchor bolt. Page 3 of 4 Page 88 of 124 SIMPSON STRONG-TIE COMPANY INC. (800) 999-5099 5956 W. Las Positas Blvd., Pleasanton, CA 94588. www.strongtie.com 1+------i..nm.------1~ I+-----i.. ____ __, 3' j__S WSWII-AB r.lhal11>WI gf1del0 robar (min.) Reid Iii Md socurt during ccncm, plactmonL °""II> vaitoswltllbollspdlg. WS'MI-AB r.l Iii Flold tiolOdlMICUrt dumgooncrece pilcl""'1. pl<IO ,_ (mill.) Hairpin Shear Relnfon:ement T1e Shear Reinforcement Shear Anchorage Solutions Hairpin lnotallatlon . . ... ·--.. /GlltsQe axt,""""" other fool11g l)'P'IS smlel) -· -· .....-_......, 1.,•L. ------ta! ------_.._ -PILI -(Ill.) WS'Mi12 10¼ (1) 13llo 6 see_, 6 WS'Mi18 15 ('Z) 13 halrin"' 6 (1)t3halrpt, 6 WS'Mi24 19 (2) t3 hMJ)r,I' 6 (2)t3twpra' 6 ASII--'-¥~' --1,(8) 770 ~reNcmrne,teclieYes"""1mlln alowable lhear loml 01 lhe Slrong-Wal"WS'Mi 1. S-rd'algldoolgrw oonlonn .. /oCA318-t, Olll'.)Cir 17 rd /oCA 318-t 1 and--2.6001)11 conaelO. 2. --•not'9QlnOfor--llll)lc8tlonolJ)onel--trom«Jgoolc:cncreNl.crllta00d-p,nelll)lllcal0'8. 3. Salrnlo~-OIIIV' categoryClt""-91 F. Dolachod°""' and 1-...,...,""81r'QOlnSOCC-__ rd'algl __ .._. -dool!JWoonlonnlO/o0318-14,-172.3.53and/oCA3t8-1t -0.3.3.6. ,. ---oaov>ailOgO!yAandBand-cr-. and1-~~lnSOCC. 6.Adlitionelllolnwybo~•-CU1>01--beiow--Pll'delVW 8. Ullt(t)t3~forWS'Mll8--IOrQ!hr,chc,lo.-S. 7. Llot(t)'3tloforWS'Mit2...,_,p,nel~--oo,,.--~---load. 8. No •i,a<IO.,__mttyboNIIIIMlldfor\YSYhi,,_-.OOUlono. 9. ec,,.,....oc1go_,.,.1or_,,..."""1)iy_N::l318-1'-''·'.2rd.0318-11-0.8.2. 10.n.<1111gr,w,.,...,~olt---.,..,,,.._ SIMPSON Strong-Tie STRONG-WALL~ WSWH SHEAR ANCHORAGE SCHEDULE AND DETAILS Page 4 of 4 Page 89 of 124 SIMPSON STRONG-TIE COMPANY INC. (800) 999-5099 5956 W. Las Positas Blvd., Pleasanton, CA 94588. www.strongtie.com Job Name: La Costa Wall Name: Wall Line 13 Application: Standard Wall on Concrete Design Criteria: • 2018 International Bldg Code • Seismic R=6.5 • 2500 psi concrete * ASD Design Shear = 916 lbs • Nominal wall height = 10 ft Selected Strong-Wall® Panel Solution: ~ Model Type w (in) WSWH1 8x10 Wood 18 Actual Shear & Drift Distribution: -Actual Model Shear (lbs) WSWH18x10 916 Notes: H T (in) (in) 117.25 3.5 Allowable Shear {lbs) s 2140 OK SIMPSON Strong-Tie End Total Axial Actual Sill Anchor Load Uplift Anchor Bolts Obs) (lbs) N/A 2 -1" 100 8542Ib Actual / Actual Drift Allow Drift Limit Shear (in) (in) 0.43 0.21 0.52 1. Strong-Wall High-Strength Wood Shearwalls have been evaluated to the 2018 IBC/IRC. See www.strongtie.com for additional design and installation information. 2. Anchor templates are recommended for proper anchor bolt placement, and are required in some jurisdictions. 3. The applied vertical load shall be a concentric point load or a uniformly distributed load not exceeding the allowable vertical load. Alternatively, the load may be applied anywhere along the width of the panel if imposed by a continuous bearing vertical load transfer element such as a rimboard or beam. For eccentric axial loads applied directly to the panel, the allowable vertical load shall be divided by two. 4. Panels may be trimmed to a minimum height of 74½". Disclaimer: It is the Designer's responsibility to verify product suitability under applicable building codes. In order to verify code listed applications please refer to the appropriate product code reports at www.strongtie.com or contact Simpson Strong-Tie Company Inc. at 1-800-999-5099. Page 1 of 4 Page 90 of 124 , f I • APPENDIX VI Retaining Wall Calculations Page 91 of 124 .LAMAR I ENGINEERING Luis Labrada 809 Bowsprit, Suite 105 Chula Vista, CA 91914 Phone: (619) 370-9515 Project Name/Number : 662022Ia cost Title GL-B, H=8.58ft Dsgnr: L.F. Description .... www.lamareng.com This Wall in File: d:\Users\D5\Desktop\Work\GED\22-La Costal662022Ia costa -rw.RPX Page : 1 Date: 23 JUN 2022 RetainPro (c) 1987-2019, Build 11.20.03.31 License : KW-06057443 Restrained Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 License To: c_ri.te•r•ia------------•·■ I Soil Data Retained Height = 6.42 ft Wall height above soil = 2.16 ft Total Wall Height = 8.58 ft Top Support Height = 6.42 ft Slope Behind Wal = 0.00 Height of Soil over Toe = 0.00 in Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method At-Rest Heel Pressure = 60.0 psf/ft Passive Pressure Soil Density FootingllSoil Frictior Soil height to ignore for passive pressure 250.0 psf/ft 110.00 pcf 0.250 12.00 in - l■•nil Ruttan Thumbnail I Surcharge Loads Surcharge Over Heel 0.0 psf >»Used To Resist Sliding & Overturning Surcharge Over Toe 0.0 psf Used for Sliding & Overturning [ Axial Load Applied to Stem Axial Dead Load Axial Live Load = Axial Load Eccentricity = 0.0 lbs 0.0 lbs 0.0 in I I Uniform Lateral Load Applied to Stem ) I Adjacent Footing Load Lateral Load ... Height to To~ ... Height to Bottorr Load Type Wind on Exposed Stem = 220.0 #/ft 5.50 ft 4.50 ft Seismic (E) ( :Strength Level) 0.0 psf Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio [ E•a•rt•h-P.re•s•s•u•r•e•S•e•is•m•i•c•L•o•a•d----•' Kh Soil Density Multiplier = 0.217 g Added seismic per unit area .,[ o.e.s•iiig•n•S•u•m-m•a•ry---------•• Concrete Stem Construction Total Bearing Load ... resultant ecc. 3,306 lbs 8.76 in Soil Pressure@ Toe = 1,924 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,309 psf ACI Factored @ Heel O psf Footing Shear@ Toe = 0.6 psi OK Footing Shear @ Heel = 4.2 psi OK Allowable 75.0 psi Reaction at Top 582.3 lbs Reaction at Bottom 2,023.1 lbs Sliding Stability Ratio 1.10 Ratio < 1.! Sliding Cales Lateral Sliding Force = 2,023.1 lbs 1,406.3 lbs 826.4 lbs less 100% Passive ForcEF less 100% Friction Force= Added Force Req'd = 0.0 lbs OK 802.1 lbs NG .... for 1.5 Stability Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code Dead Load Live Load Earth, H Wind,W Seismic, E CBC 2019,ACI 1.200 1.600 1.600 1.000 1.000 Thickness = 8.00 in Fy Wall Weight = 100.0 psf fc Stem is FREE to rotate at top of footing 60,000psi 3,000psi @ Top Support Stem OK Design Height Above Ft~ = 6.42 ft Rebar Size # 4 Rebar Spacing 12.00 in Rebar Placed at = Edge Rebar Depth 'd' = 5.50 in Design Data fb/FB + fa/Fa 0.000 Mu .... Actual = 0.0 ft-# Mn • Phi. .... Allowable = 4,773.0 ft-# Shear Force @ this height = 830.5 lbs Shear ..... Actual 12.58 psi Shear ..... Allowable 82.16 psi Mmax Between Top & Base Stem OK 2.89 ft # 4 12.00 in Edge 6.00 in 0.338 1,764.5 ft-# 5,223.0 ft-# ~ 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 0.0 psf t • @ Base of Wall Stem OK 0.00 ft # 4 12.00 in Edge 5.50 in 0.000 0.0 ft-# 4,773.0 ft-# 1,367.3 lbs 20.72psi 82.16 psi Page 92 of 124 'L AMAR I ENGINEERING Luis Labrada 809 Bowsprit, Suite 105 Chula Vista, CA 91914 Phone: (619) 370-9515 Project Name/Number : 662022Ia cost Title GL-B, H=8.58ft Dsgnr: L.F. Description .... www.lamareng.com This Wall in File: d:\Users\D51Desktop\Work\GED\22-La Costa\662022Ia costa -rw.RPX Page : 2 Date: 23 JUN 2022 RetainPro (c) 1987-2019, Build 11.20.03.31 License ; KW-06057 443 Restrained Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 License To : Concrete Stem Rebar Area Details Top Support As (based on applied moment) : (4/3) *As : 200bd/fy : 200(12)(5.5)/60000 : 0.0018bh: 0.0018(12)(8): Required Area : Provided Area : Maximum Area : Mmax Between Ends As (based on applied moment) : (4/3) * As : 200bd/fy : 200(12)(6)/60000 : 0.0018bh : 0.0018(12)(8): Required Area : Provided Area : Maximum Area : Base Support As (based on applied moment) : (4/3) *As : 200bd/fy : 200(12)(5.5)/60000 : 0.0018bh : 0.0018(12)(8): Required Area : Provided Area : Maximum Area : Vertical Reinforcing 0 in2/ft 0 in2/ft 0.22 in2/ft 0.1728 in2/ft 0.1728 in2/ft 0.2 in2/ft 0.8941 in2/ft Vertical Reinforcing 0.069 in2/ft 0.092 in2/ft 0.24 in2/ft 0.1728 in2/ft 0.1728 in2/ft 0.2 in2/ft 0.9754 in2/ft Vertical Reinforcing 0 in2/ft O in2/ft 0.22 in2/ft 0.1728 in2/fl 0.1728 in2/ft 0.2 in2/ft 0.8941 in2/ft Horizontal Reinforcing Min Stem T&S Reinf Area 1.233 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of : #4@ 12.50 in #4@ 25.00 in #5@ 19.38 in #5@ 38.75 in #6@ 27.50 in #6@ 55.00 in Horizontal Reinforcing Min Stem T&S Reinf Area 0.678 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of : #4@ 12.50 in #4@ 25.00 in #5@ 19.38 in #5@ 38.75 in #6@ 27.50 in #6@ 55.00 in Horizontal Reinforcing Min Stem T&S Reinf Area 0.554 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of : #4@ 12.50 in #4@ 25.00 in #5@ 19.38 in #5@ 38.75 in #6@ 27.50 in #6@ 55.00 in [ Footing Strengths & Dimensions I Footing Design Results :b I L Toe Width 1.75 ft Heel Width = 2.00 Factored Pressure = 2,309 O psf Total Footing Widtt = 3K Mu': Upward = 2,936 118 ft-# Footing Thickness 30.00 in Mu' : Downward = 689 1,153 ft-# Key Width = 8.00 in Mu: Design = 2,247 1,035 ft-# Key Depth = 12.00 in Actual 1-Way Shear = 0.65 4.18 psi Key Distance from Toe = 0.00 ft Allow 1-Way Shear 75.00 75.00 psi fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As% = 0.0018 Cover@ Top = 2.00 in @ Btm.= 3.00 in Other Acceptable Sizes & Spacings: Toe: None Spec'd -or-phiMn = phi'5'Iambda'sqrt(fc)'Sm Heel: None Spec'd -or-phiMn = phi'5'Iambda'sqrt(fc)'Sm Key: #4@ 14.13 in, #5@ 21 -or-#4@ 14.13 in, #5@ 21.77 in, #6@ 30. Min footing T&S reinf Area 2.43 in2 Min footing T&S reinf Area per foot 0.65 in2 !ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 3.70 in #4@ 7.41 in #5@ 5.74 in #5@ 11.48 in #6@ 8.15 in #6@ 16.30 in Page 93 of 124 LAMAR I I ENGINEERING Luis Labrada 809 Bowsprit, Suite 105 Chula Vista, CA 91914 Phone: (619) 370-9515 Project Name/Number : 662022Ia cost Title GL-B, H=8.58ft Dsgnr: L.F. Description .... www.lamareng.com This Wall in File: d:\Users\D5\Desktop\Work\GED\22-La Costa\662022Ia costa -rw.RPX Page : 3 Date: 23 JUN 2022 RetainPro (c) 1987-2019, Build 11.20.03.31 License : KW-06057 443 Restrained Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 License To: I Summary of Forces on Footing : Slab is NOT resisting sliding, stem is PINNED at footing I Forces acting on footing for overturning, sliding, & soil pressure Lateral Distance Moment Overturning Moments ... lbs ft ft-# Stem Shear@ Top of Footing = -872.8 Heel Active Pressure = -1,150.4 Sliding Force = 2,023.1 2.50 1.18 -2, 182.0 -1,359.8 Overturning Moment = Footing Overturning Stability Ratio -3,541 .8 2.07 Net Moment Used For Soil Pressure Calculations Net Mom. at Stem/Ftg Interface = Allow. Mom. @ Stem/Fig Interface = Allow. Mom. Exceeds Applied Mom.? Therefore Uniform Soil Pressure = 2,412.7 ft-# 2,412.7 ft-# 2,983.1 ft-# Yes 881.5 psf Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Resisting Moments ... Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem Soil Over Toe Stem Weight Surcharge Over Toe Soil Over Heel Footing Weight Total Vertical Force Vertical Lateral lbs lbs 857.9 941 .5 1,506.3 3,305.6Ibs Distance ft 2.08 3.08 1.75 Moment ft-# 1,787.3 2,902.8 2,637.1 Resisting Moment = 7,327.2 Page 94 of 124 Project Name/Number : 662022Ia cost "LAMAR IIENGINEERING Luis Labrada 809 Bowsprit, Suite 105 Chula Vista, CA 91914 Phone: (619) 370-9515 Title GL-B, H=8.58ft Dsgnr: L.F. Description .... www.lamareng.com This Wall in File: d:\Users\D5\Desktop\Work\GED\22-La Costa\662022Ia costa -rw.RPX RetainPro (c) 1987-2019, Build 11.20.03.31 License : KW-06057443 Restrained Retaining Wall License To: 8" Concrete w/ #4 @ 12" Lateral Restraint • i Jl ----.., .ll I V"W • ...,',/ v v I)( -v ~ ~ • • 6'-5 " • 8" Coner ete w/ #4@ 12" • 8" Conc1 !!te w/ #4 f'l 12" • I • ,. #4~18.in --- @ enter On Key 8" 3'-1" -- 1'-9" -2'-0" - 3'-9" - Page : 4 Date: 23 JUN 2022 Code: CBC 2019,ACI 318-14,TMS 402-16 ,I 2'-2" 'I 8'-T' 6'-5" . ' . 2'-6" • 1'-0" , Page 95 of 124 Project Name/Number : 662022Ia cost 'LAMAR IIENGINEERING Luis Labrada 809 Bowsprit, Suite 105 Chula Vista, CA 91914 Phone: (619) 370-9515 Title GL-B, H=8.58ft Dsgnr: L.F. Description .... www.lamareng.com This Wall in File: d:\Users\D5\Desktop\Work\GED\22-La Costa\662022Ia costa -rw.RPX RetainPro (c) 1987-2019, Build 11.20.03.31 License : KW-06057 443 Restrained Retaining Wall License To: Lateral Restraint ~~Opsf. (S~fvf'ce~tteve I Pp= 1406.25# Page : 5 Date: 23 JUN 2022 Code: CBC 2019,ACI 318-1 4,TMS 402-16 2605# Page 96 of 124 Project Name/Number: 662022Ia cost Luis Labrada Title GL-~ H=8.92ft Page : 1 'LAMAR 809 Bowsprit, Suite 105 Chula Vista, CA 91914 Phone: (619) 370-9515 Dsgnr: L.F. Date: 6 JUN 2022 IIENGINEERING Description .... www.lamareng.com This Wall in File: d:\Users\D51Desktop\Work\GED\22-La Costa\662022Ia costa -rw.RPX RetainPro (c) 1987-2019, Build 11.20.03.31 License : KW-06057443 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-1 4,TMS 402-16 License To : [ c.r.it.e.ri_a ________ _.l j_ Soil Data I Retained Height = 8.92 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 40.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe FootingllSoil Friction Soil height to ignore for passive pressure 250.0 psf/ft = 110.00 pcf = 0.00 pcf = 0.250 = 12.00 in c..l Surcharge Loads ) Lateral Load Applied to Stem [ Adjacent Footing Load Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem 7 Axial Dead Load Axial Live Load Axial Load Eccentricity = [ Design Summary Wall Stability Ratios Overturning 100.0 lbs 200.0 lbs 0.0 in • 2.44 OK Lateral Load ... Height to To~ ... Height to Bottom Load Type Wind on Exposed Stem = (Service Level) Stem Construction 310.0 #/ft 6.42 ft Adjacent Footing Load = 5.42 ft Seismic (E) (Service Level) 0.0 psf I Bottom Stem OK ft= 0.00 = Concrete LRFD Footing Width = Eccentricity Wall to Ftg CL Dist = Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Sliding 1.10 Ratio < 1.5! Design Height Above Ft~ Wall Material Above "Ht" Design Method Thickness 8.00 Total Bearing Load ... resultant ecc. 7,433 lbs 11.86 in Soil Pressure @ Toe 1,961 psf OK Soil Pressure @ Heel 162 psf OK Allowable 2,000 psf Soil Pressure Less Than Allowable ACI Factored@ Toe = 2,746 psf ACI Factored @ Heel 227 psf Footing Shear@ Toe = 3.5 psi OK Footing Shear@ Heel = 8.1 psi OK Allowable 75.0 psi Sliding Cales Lateral Sliding Force = 2,918.3 lbs 1,406.3 lbs 1,808.2 lbs less 100% Passive Force= - less 100% Friction Force = - Added Force Req'd ... .for 1.5 Stability = 0.0 lbs OK 1,163.0 lbs NG Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code Dead Load Live Load Earth,H Wind,W Seismic, E CBC 2019,ACI 1.200 1.600 1.600 1.000 1.000 Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force@ Section Service Level Strength Level Moment .... Actual Service Level Strength Level Moment. .... Allowable Shear ..... Actual Service Level Strength Level Shear ..... Allowable Anet (Masonry) Rebar Depth 'd' Masonry Data fm = = = lbs= lbs = ft-#= ft-#= = psi= psi= psi= in2= in= psi= Fs psi= Solid Grouting = Modular Ratio 'n' = Wall Weight psf = Short Term Factor = Equiv. Solid Thick. = Masonry Block Type Masonry Design Method Concrete Data fc psi = Fy psi = # 6 12.00 Edge 0.930 2,856.1 9,405.7 10,109.5 42.3 75.0 5.63 100.0 Medium Weight ASD 2,500.0 60,000.0 I 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Page 97 of 124 I ) 'LAMAR IIENGINEERING Luis Labrada 809 Bowsprit, Suite 105 Chula Vista, CA 91914 Phone: (619) 370-9515 www.lamareng.com Project Name/Number: 662022Ia cost Title GL-~ H=8.92ft Dsgnr: L.F. Description .... This Wall in File: d:\Users\O5\Desktop\Work\GED\22· La Costa\662022Ia costa • rw.RPX Page : 2 Date: 6 JUN 2022 RetainPro (c) 1987-2019, Build 11.20.03.31 License : KW-06057 443 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 License To : [concrete Stem Rebar Area Detail!) Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.3939 in2/ft (4/3) • As : 0.5252 in2/ft Min Stem T&S Reinf Area 1.713 in2 200bd/fy : 200(12)(5.625)/60000 : 0.225 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options : Required Area : Provided Area : Maximum Area : Footing Data Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe = fc = 2,500 psi Fy = Footing Concrete Density 0.3939 in2/ft 0.44 in2/ft 0. 762 in2/ft One layer of : Two layers of : #4@ 12.50 in #4@ 25.00 in #5@ 19.38 in #5@ 38.75 in #6@ 27.50 in #6@ 55.00 in ) Footing Design Results • 2.75 ft 4.25 --roo 30.00 in 8.00 in 12.00 in 0.00 ft 60,000 psi 150.00pcf 0.0018 Factored Pressure Mu': Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Footing Torsion, Tu lli 2,746 109,631 20,419 7,434 3.54 40.00 None Spec'd = None Spec'd = None Spec'd ~ 227 psf 4,218 ft--# 10,448 ft--# 6,230 ft--# 8.06 psi 40.00 psi Min. As % Cover@Top 3.00 @ Btm.= 3.00 in Footing Allow. Torsion, phi Tu 0.00 ft-lbs 0.00 ft-lbs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: phiMn = phi'5'Iambda'sqrt(fc)'Sm Heel: phiMn = phi'5'Iambda'sqrt(fc)'Sm Key: phiMn = phi'5'Iambda'sqrt(fc)'Sm Min footing T&S reinf Area 4.54 in2 0.65 in2 tft Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 3.70 in #5@ 5.74 in #6@ 8.15 in If two layers of horizontal bars: #4@ 7.41 in #5@ 11.48 in #6@ 16.30 in Page 98 of 124 Project Name/Number : 662022Ia cost LAMAR IIENGINEERING Luis Labrada 809 Bowsprit, Suite 105 Chula Vista, CA 91914 Phone: (619) 370-9515 Title GL-~ H=8.92ft Dsgnr: L.F. Description .... www.lamareng.com This Wall in File: d:\Users\D5\Desktop\Work\GED\22-La Costa\662022Ia costa -rw.RPX Page : 3 Date: 6 JUN 2022 RetainPro (c) 1987-2019, Build 11.20.03.31 License: KW-06057443 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 License To : Summa of Overturn in & Resistin Forces & Moments ..... OVERTURNING ..... Force Distance Moment Item HL Act Pres (ab water tbl) HL Act Pres (be water tbl) Hydrostatic Force Buoyant Force Surcharge over Heel Surcharge Over Toe Adjacent Footing Load = Added Lateral Load Load @ Stem Above Soil = Total Resisting/Overturning Ratio lbs ft ft-# 2,608.3 3.81 9,929.0 310.0 8.42 2,610.2 2,918.3 O.T.M. = 12,539.2 Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) Watre Table Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = • Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe Stem Weight(s) Earth @ Stem Transitions= Footing Weigh1 = Key Weight = Vert. Component = .. ... RESISTING ..... Force Distance Moment lbs ft ft-# 3,516.0 300.0 200.0 892.0 2,625.0 100.0 5.21 5.21 3.08 3.08 3.08 3.50 0.33 18,312.3 18,312.3 308.3 616.7 2,750.3 9,187.5 33.3 Vertical Loads used for Soil Pressure = = 2.44 7,433.0 lbs Total= 7,233.0 lbs R.M.= 30,591 .8 • Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. [ Tilt I Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Deft @ Top of Wall (approximate only) 0.069 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Page 99 of 124 Project Name/Number : 662022Ia cost 'LAMAR II ENGINEERING Luis Labrada 809 Bowsprit, Suite 105 Chula Vista, CA 91914 Phone: (619) 370-9515 Title GL-G H=8.92ft Dsgnr: L.F. • Description .... www.lamareng.com This Wall in File: d:\Users\D5\Desktop\Work\GED\22-La Costa\662022Ia costa -rw.RPX RetainPro (c) 1987-2019, Build 11.20.03.31 License : KW-06057443 License To : B"w/ #6@ 12" Cantilevered Retaining Wall r,,,cYvVv;v:v• -...,•vVV,.. y-. ,_)(Y YV ....... • • • • • • • • • • e I - 8" S-4" 2'-9" 4'-3" -- T-0" Page : 4 Date: 6 JUN 2022 Code: CBC 2019,ACI 318-14,TMS 402-16 • 8'-11" ~ 2'-6" •r ~ 1'-0" •r - - Page 100 of 124 Project Name/Number : 662022Ia cost 'LAMAR OENGINEERING Luis Labrada 809 Bowsprit, Suite 105 Chula Vista, CA 91914 Phone: (619) 370-9515 Title GL-~ H=8.92ft Dsgnr: L.F. Description .... www.lamareng.com This Wall in File: d:\Users\DS\Desktop\Work\GED\22-La Costa\662022Ia costa -rw.RPX RetainPro (c) 1987-2019, Build 11.20.03.31 License : KW-06057443 Cantilevered Retaining Wall License To : Pp= DL=100 ,LL=200#, E~• 1 ~~~~ ,.., __ 310,0~~ <.,..,. .. ,ce-.. e.e •• 2918# 1-fydroststi C F«oe Page : 5 Date: 6 JUN 2022 Code: CBC 2019,ACI 318-14,TMS 402-16 Late1al earth pressure due to the soil BELOW water table Page 101 of 124 'LAMAR IIENGINEERING Luis Labrada 809 Bowsprit, Suite 105 Chula Vista, CA 91914 Phone: (619) 370-9515 Project Name/Number : 662022Ia cost Title GL-~, H=12.6ft Dsgnr: L.F. Description .... www.lamareng.com This Wall in File: d:\Users\D5\Desktop\Work\GED\22-La Costa\662022Ia costa -rw.RPX Page : 1 Date: 23 JUN 2022 RetainPro (c) 1987-2019, Build 11.20.03.31 R · · W II License : KW-06057443 Restrained etammg a Code: CBC 2019,ACI 318-1 4,TMS 402-16 License To : \ Criteria I l Soil Data I -----------· Allow Soil Bearing 2,000.0 psf Equivalent Fluid Pressure Method At-Rest Heel Pressure = 60.0 psf/ft Retained Height = 0.00 ft Wall height above soil = 12.60 ft Total Wall Height = 12.60 ft = UOOIRt- Top Support Height = 7.60 ft Passive Pressure 250.0 psf/ft Soil Density 110.00 pcf Slope Behind Wal = 0.00 Footingl!Soil Frictior = 0.250 Height of Soil over Toe = 0.00 in Soil height to ignore for passive pressure = 12.00 in r Thumbnail [ Surcharge Loads J Surcharge Over Heel = 0.0 psf »>Used To Resist Sliding & Overturning Surcharge Over Toe 0.0 psf Used for Sliding & Overturning [ Axial Load Applied to Stem Axial Dead Load Axial Live Load = Axial Load Eccentricity = 0.0 lbs 0.0 lbs 0.0 in • Uniform Lateral Load Applied to Stem I [ Adjacent Footing Load Lateral Load = ... Height to To~ = ... Height to Bottorr = Load Type = Wind on Exposed Stem = 0.0 #/ft 5.50 ft 4.50 ft Seismic (E) (::itrengtn Level) 0.0 psf Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio ~.E.art-h■P■re■s■s■u■r■e■S■e■is■m-ic■L■o■a■d--■::J _ _. Kh Soil Density Multiplier = 0.217 g Added seismic per unit area o_es•i•g•n•s-u.m.m_a_ry _______ _.l,~ncrete Stem Construction Total Bearing Load = 2,228 lbs Thickness = 8.00 in Fy ... resultant ecc. = 0.55 in Wall Weight = 100.0 psf fc Soil Pressure@ Toe = 955 psf OK Stem is FREE to rotate at top of footing Soil Pressure @ Heel = 772 psf OK 60,000 psi 3,000psi Allowable = 2,00.0 psf Soil Pressure Less Than Allowable @ Top Support ACI Factored @Toe = 1,146 psf ACI Factored @ Heel = 926 psf Footing Shear@ Toe = Footing Shear @ Heel Allowable Reaction at Top Reaction at Bottom Sliding Stability Ratio Sliding Cales Lateral Sliding Force 1.7 psi OK 1.4 psi OK 75.0 psi 1.0 lbs 187.5 lbs 6.47 OK less 100% Passive Force= - less 100% Friction Force= - Added Force Req'd 187.5 lbs 656.3 lbs 556.9 lbs 0.0 lbs OK 0.0 lbs OK ... .for 1.5 Stability = Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code Dead Load Live Load Earth,H Wind,W Seismic, E CBC 2019,ACI 1.200 1.600 1.600 1.000 1.000 Stem OK Design Height Above Ft~ 7.60 ft Rebar Size = # 4 Rebar Spacing 12.00 in Rebar Placed a1 = Edge Rebar Depth 'd' = 5.50 in Design Data fb/FB + fa/Fa = 0.000 Mu .... Actual 0.0 ft-# Mn * Phi ..... Allowable 4,773.0 ft-# Shear Force @ this height 0.0 lbs Shear ..... Actual 0.00 psi Shear ..... Allowable 82.16 psi Mmax Between Top & Base Stem OK 0.06 ft # 4 12.00 in Center 4.00 in 0.000 0.0 ft-# 3,423.0 ft-# I 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 0.0 psf • I @ Base of Wall Stem OK 0.00 ft # 4 12.00 in Edge 5.50 in 0.000 0.0 ft-# 4,773.0 ft-# 0.0lbs 0.00psi 82.16 psi Page 102 of 124 'LAMAR IIENGINEERING Luis Labrada 809 Bowsprit, Suite 105 Chula Vista, CA 91914 Phone: (619) 370-9515 Project Name/Number : 662022Ia cost Title GL-~, H=12.6ft Dsgnr: L.F. Description .... www.lamareng.com This Wall in File: d:\Users\D5\Desktop\Work\GED\22-La Costa\662022Ia costa -rw.RPX Page : 2 Date: 23 JUN 2022 RetainPro (c) 1987-2019, Build 11.20.03.31 License : KW-06057443 Restrained Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 License To: Concrete Stem Rebar Area Details Top Support As (based on applied moment) : (4/3) * As : 200bd/fy : 200(12)(5.5)/60000 : 0.0018bh : 0.0018(12)(8): Required Area : Provided Area : Maximum Area : Mmax Between Ends As (based on applied moment) : (4/3) *As : 200bd/fy : 200(12)(4)/60000 : 0.0018bh: 0.0018(12)(8): Required Area : Provided Area : Maximum Area : Base Support As (based on applied moment) : (4/3) * As : 200bd/fy : 200(12)(5.5)/60000 : 0.0018bh : 0.0018(12)(8): Required Area : Provided Area : Maximum Area : [ Footing Strengths & Dimensions Vertical Reinforcing O in2/ft 0 in2/ft 0.22 in2/ft 0.1728 in2/ft 0.1728 in2/ft 0.2 in2/ft 0.8941 in2/ft Vertical Reinforcing O in2/ft 0 in2/ft 0.16 in2/ft 0.1728 in2/ft 0.1728 in2/ft 0.2 in2/ft 0.6503 in2/ft Vertical Reinforcing 0 in2/ft 0 in2/ft 0.22 in2/ft 0.1728 in2/ft 0.1728 in2/ft 0.2 in2/ft 0.8941 in2/ft Horizontal Reinforcing Min Stem T&S Reinf Area 1.459 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of : #4@ 12.50 in #4@ 25.00 in #5@ 19.38 in #5@ 38.75 in #6@ 27.50 in #6@ 55.00 in Horizontal Reinforcing Min Stem T&S Reinf Area 1.447 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of : #4@ 12.50 in #4@ 25.00 in #5@ 19.38 in #5@ 38.75 in #6@ 27.50 in #6@ 55.00 in Horizontal Reinforcing Min Stem T&S Reinf Area 0.012 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of : #4@ 12.50 in #4@ 25.00 in #5@ 19.38 in #5@ 38.75 in #6@ 27.50 in #6@ 55.00 in ) Footing Design Results • Toe Width = 1.00 ft :b H.e.eJ. Heel Width = 1.58 Factored Pressure = 1,146 926 psf Total Footing Widtt = 2.58 Mu': Upward 559 397 ft-# Footing Thickness = 30.00 in Mu' : Downward = 225 188 ft-# Key Width 8.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Mu: Design = 334 -210 ft-# Actual 1-Way Shear = 1.71 1.43 psi Allow 1-Way Shear = 75.00 75.00 psi fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As% 0.0018 Cover@ Top = 2.00 in @ Btm.= 3.00 in Other Acceptable Sizes & Spacings: Toe: None Spec'd -or-phiMn = phi'5'Iambda'sqrt(fc)'Sm Heel: None Spec'd -or-phiMn = phi'5'Iambda'sqrt(fc)'Sm Key: phiMn = phi'S'lambda -or-phiMn = phi'S'lambda'sqrt(fc)'Sm Min footing T&S reinf Area 1.67 in2 Min footing T&S reinf Area per foot 0.65 in2 1ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 3.70 in #4@ 7.41 in #5@ 5.74 in #5@ 11 .48 in #6@ 8.15 in #6@ 16.30 in Page 103 of 124 'LAMAR IIENGINEERING Luis Labrada 809 Bowsprit, Suite 105 Chula Vista, CA 91914 Phone: (619) 370-9515 Project Name/Number : 662022Ia cost Title GL-~, H=12.6ft Dsgnr: L.F. Description .... www.lamareng.com This Wall in File: d:\Users\D5\Desktop\Work\GED\22-La Costa\662022Ia costa -rw.RPX Page : 3 Date: 23 JUN 2022 RetalnPro (c) 1987-2019, Build 11.20.03.31 License: KW-06057443 Restrained Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 License To : I • Summary of Forces on Footing : Slab is NOT resisting sliding, stem is PINNED at footing Forces acting on footing for overturning, sliding, & soil pressure Lateral Distance Moment Overturning Moments ... lbs ft ft-# Stem Shear@ Top of Footing = -0.0 Heel Active Pressure = -187.5 Sliding Force = 187.5 2.50 0.83 -0.0 -156.3 Overturning Moment = -156.3 Footing Overturning Stability Ratio 18.74 Net Moment Used For Soil Pressure Calculations 101.3 ft-# Net Mom. at Stem/Ftg Interface= Allow. Mom. @ Stem/Ftg Interface= Allow. Mom. Exceeds Applied Mom.? Therefore Uniform Soil Pressure = 101.3 ft-# 2,983.1 ft-# Yes 863.4 psf Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Resisting Moments ... Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = Soil Over Toe Stem Weight Surcharge Over Toe Soil Over Heel Footing Weight Total Vertical Force Vertical Lateral lbs lbs 1,260.0 0.0 967.5 2,227.5Ibs Distance ft 1.33 2.12 1.29 Moment ft-# 1,680.0 0.0 1,248.4 Resisting Moment = 2,928.4 Page 104 of 124 Project Name/Number : 662022Ia cost 'LAMAR Luis Labrada Title GL-~, H=12.6ft OENGINEERING 809 Bowsprit, Suite 105 Chula Vista, CA 91914 Phone: (619) 370-9515 Dsgnr: L.F. Description .... www.lamareng.com This Wall in File: d:\Users\O5\Desktop\Work\GED\22-La Costa\662022Ia costa -rw.RPX RetainPro (c) 1987-2019, Build 11.20.03.31 License : KW-06057443 Restrained Retaining Wall License To: 8" Concrete w/ #4 @ 12 • • Lateral Restraint • '~ i-7" 8" Con1 rete w/ #4 @ 12 I • • a· con( ete w/#4@ 12· • . 1 I -ll 1-7 -.. , -'Z-T' --~ 12'-, 2'-6" Page : 4 Date: 23 JUN 2022 Code: CBC 2019,ACI 318-14,TMS 402-16 ' ' 1z-r .~ ■ ' Page 105 of 124 'LAMAR IIENGINEERING Luis Labrada 809 Bowsprit, Suite 105 Chula Vista, CA 91914 Phone: (619) 370-9515 Project Name/Number : 662022Ia cost Title GL-~, H=12.6ft Dsgnr: L.F. Description .... www.lamareng.com This Wall in File: d:\Users\D5\Desktop\Work\GED\22-La Costa\662022Ia costa -rw.RPX Page : 5 Date: 23 JUN 2022 RetainPro (c) 1987-2019, Build 11.20.03.31 License : KW-06057443 Restrained Retaining Wall Code: CBC 2019,ACI 318-1 4,TMS 402-16 License To : Lateral Restraint 1.00# Pp= 656.25# ~ ,___ __ _..__ ____ ~ Fl 189# .,_ .,_ (I) (I) a. a. 0 I.() I"-: 0 v N I.() r-- 0) r-- Page 106 of 124 'LAMAR IIENGINEERING Luis Labrada 809 Bowsprit, Suite 105 Chula Vista, CA 91914 Phone: (619) 370-9515 Project Name/Number : 662022Ia cost Title GL-~ H=11.75ft Dsgnr: L.F. Description .... www.lamareng.com This Wall in File: d:\Users\D5\Desktop\Work\GEDl22-La Costa\662022Ia costa -rw.RPX Page: 1 Date: 6 JUN 2022 RetainPro (c) 1987-2019, Build 11.20.03.31 License : KW-06057443 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 License To · [criteria i [ Soil Data I Retained Height = 11.75ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Active Heel Pressure = 40.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in = Water height over heel 0.0 ft Passive Pressure = 250.0 psf/ft = Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf Footingl!Soil Friction = 0.250 I Soil height to ignore for passive pressure = 12.00 in I J ~ .s.u.rc•h•a•r•g•e•L•o•a•d•s ______ ). l Lateral Load Applied to Stem ) Adjacent Footing Load • Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning [ Axial Load Applied to Stem Axial Dead Load Axial Live Load Axial Load Eccentricity = 100.0 lbs 100.0 lbs 0.0 in :J [ Design Summary _____ _ • Lateral Load = 539.0 #/ft ... Height to To~ 8.33 ft ... Height to Bottom = 7.33 ft Load Type Seismic (E) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) Stem Construction :J Design Height Above Ftt ft= Bottom Stem OK 0.00 Wall Material Above "Ht" = Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Wall Stability Ratios Overturning = 2.55 OK Design Method = 1.11 Ratio < 1.5! Thickness = Concrete LRFD 10.00 # 8 12.00 Edge LRFD Sliding Total Bearing Load ... resultant ecc. 10,873 lbs 12.97 in Soil Pressure@ Toe = 1,972 psf OK Soil Pressure @ Heel 356 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored@ Toe 2,761 psf ACI Factored@ Heel 499 psf Footing Shear@ Toe Footing Shear @ Heel Allowable Sliding Cales Lateral Sliding Force 13.2 psi OK 12.5 psi OK 75.0 psi less 100% Passive Force = - less 100% Friction Force = - 4,600.3 lbs 2,406.3 lbs 2,693.2 lbs Added Force Req'd = 0.0 lbs OK 1,800.9 lbs NG .... for 1.5 Stability Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code Dead Load Live Load Earth,H Wind,W Seismic, E CBC 2019,ACI 1.200 1.600 1.600 1.000 1.000 Rebar Size = Rebar Spacing = Rebar Placed at Design Data fb/FB + fa/Fa Total Force@ Section Service Level Strength Level Moment .... Actual Service Level Strength Level Moment ..... Allowable Shear ..... Actual Service Level Strength Level Shear ..... Allowable Anet (Masonry) Rebar Depth 'd' Masonry Data fm Fs Solid Grouting Modular Ratio 'n' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy 0.921 lbs= lbs= 4,957.0 ft-#= ft-#= 21 ,524.2 = 23,348.5 psi= psi = 55.1 psi= 75.0 in2 = in= 7.50 psi= psi= psf = 125.0 = = Medium Weight ASD psi = 2,500.0 psi= 60,000.0 = = = = = 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Page 107 of 124 'LAMAR I I ENGINEERING Luis Labrada 809 Bowsprit, Suite 105 Chula Vista, CA 91914 Phone: (619) 370-9515 Project Name/Number : 662022Ia cost Title GL-G H=11. 75ft Dsgnr: L.F. • Description .... www.lamareng.com This Wall in File: d:\Users\D5\Desktop\Work\GED\22-La Costa\662022Ia costa -rw.RPX Page : 2 Date: 6 JUN 2022 RetainPro (c) 1987-2019, Build 11.20.03.31 License : KW-06057443 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 License To: Concrete Stem Rebar Area Detai!!) Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.6661 in2/ft (4/3) *As : 0.8881 in2/ft Min Stem T&S Reinf Area 2.820 in2 200bd/fy : 200(12)(7.5)/60000 : 0.3 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.240 in2/ft 0.0018bh : 0.0018(12)(10): 0.216 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of : Required Area : Provided Area : Maximum Area : 0.6661 in2/ft 0.79 in2/ft 1.016 in2/ft #4@ 10.00 in #4@ 20.00 in #5@ 15.50 in #5@ 31.00 in #6@ 22.00 in #6@ 44.00 in [ Footing Data Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe 4.25 ft 5.09 9.34 30.00 in 8.00 in 24.00 in 0.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover@ Top 3.00 @ Btm.= 3.00 in J Footing Design Results ) Factored Pressure Mu': Upward Mu': Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Footing Torsion, Tu ~ .Ii«! 2,761 499 psf = 262,035 7,630 ft-# 48, 769 18,128 ft-# 17,772 10,498 ft-# 13.25 12.50 psi 75.00 40.00 psi = #8@12.00in = None Spec'd None Spec'd Footing Allow. Torsion, phi Tu 0.00 ft-lbs 0.00 ft-lbs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: #4@3.70 in, #5@ 5.74 in, #6@8.14 in, #7@ 11.11 in, #8@ 14.62 in, #9@ 18.5 Heel: phiMn = phi'5'Iambda'sqrt(fc)'Sm Key: phiMn = phi'5'Iambda'sqrt(fc)'Sm Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 3.70 in #5@ 5.74 in #6@ 8.15 in 6.05 in2 0.65 in2 1ft If two layers of horizontal bars: #4@ 7.41 in #5@ 11.48 in #6@ 16.30 in Page 108 of 124 Project Name/Number: 662022Ia cost LAMAR I_ ENGINEERING Luis Labrada 809 Bowsprit, Suite 105 Chula Vista, CA 91914 Phone: (619) 370-9515 Title GL-~ H=11 .75ft Dsgnr: L.F. Description .... www.lamareng.com This Wall in File: d:\Users\O5\Desktop\Work\GED\22-La Costa\662022Ia costa -rw.RPX Page : 3 Date: 6 JUN 2022 RetainPro (c) 1987-2019, Build 11.20.03.31 License : KW-06057443 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 License To: Summa of Overturnin & Resistin Forces & Moments ..... OVERTURNING ..... Force Distance Moment Item HL Act Pres {ab water tbl) HL Act Pres (be water tbl) Hydrostatic Force Buoyant Force = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load Load @ Stem Above Soil = Total Resisting/Overturning Ratio lbs ft ft-# 4,061.3 4.75 19,290.9 539.0 10.33 5,567.9 4,600.3 O.T.M. = 24,858.8 = 2.55 Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) Watre Table Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem= * Axial Live Load on Stem = Soil Over Toe Surcharge Over Toe = Stem Weight(s) = Earth @ Stem Transitions= Footing Weigh1 = Key Weight = Vert. Component = . .... RESISTING ..... Force Distance Moment lbs ___ ft ft-# 5,501.7 200.0 100.0 1,468.8 3,502.5 200.0 7.21 7.21 4.67 4.67 4.67 4.67 0.33 39,676.7 39,676.7 466.7 466.7 6,854.2 16,356.7 66.7 Vertical Loads used for Soil Pressure = 10,873.0 lbs Total= 10,773.0 lbs R.M.= 63,420.9 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt :J Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Defl @ Top of Wall (approximate only) 250.0 pci 0.069 in The above calcula1ion is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Page 109 of 124 'LAMAR IIENGINEERING Luis Labrada 809 Bowsprit, Suite 105 Chula Vista, CA 91914 Phone: (619) 370-9515 Project Name/Number : 662022Ia cost Title GL-~ H=11.75ft Dsgnr: L.F. Page : 4 Date: 6 JUN 2022 Description .... www.lamareng.com This Wall in File: d:\Users\O5\Desktop\Work\GED\22-La Costa\662022Ia costa -rw.RPX RetainPro (c) 1987-2019, Build 11.20.03.31 License : KW--06057443 License To : 10" w/#8@ 1 2" • . - R" - - Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 ..._...._,. . .;._.--w vx-. .. - •·• • • • 11 '-9" •• •• . , ., 2'-6" _t I " 2'-0" 8'-8" A'-1" t:i'-1" 9'-4" Page 110 of 124 Project Name/Number : 662022Ia cost LAMAR IIENGINEERING Luis Labrada 809 Bowsprit, Suite 105 Chula Vista, CA 91914 Phone: (619) 370-9515 Title GL-~ H=11.75ft Dsgnr: L.F. Description .... www.lamareng.com This Wall in File: d:\Users\D5\Desktop\Work\GED\22-La Costa\662022Ia costa -rw.RPX RetainPro (c) 1987-2019, Build 11.20.03.31 License : KW-06057443 Cantilevered Retaining Wall License To: Pp= DL=100 ,LL=100#, Eco=()• 1 rn~z-="'T"""" 2~6.2~L'J 4600# Page : 5 Date: 6 JUN 2022 Code: CBC 2019,ACI 318-14,TMS 402-16 ;::~=-----------■ Hydrostatic FOfce i------I ■ Lste,al earth pra.sure due to the soi I BELOW water tat m ,;-a. c.. ~ .-""'." N ,.._ m ...... (I) IO M Page 111 of 124 LAMAR I ENGINEERING Luis Labrada 809 Bowsprit, Suite 105 Chula Vista, CA 91914 Phone: (619) 370-9515 Project Name/Number : 662022Ia cost Title GL-~ H=4.58ft Dsgnr: L.F. Description .... www.lamareng.com This Wall in File: d:\Users\D5\Desktop\Work\GED\22-La Costa\662022Ia costa -rw.RPX Page : 1 Date: 6 JUN 2022 ~~~~::r~~~~!~~;::, Build 11•20•03•31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 License To : [ c_rit.e.n.·a---------•· Soil Data j Retained Height = 4.58 ft Wall height above soil 0.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure 40.0 psf/ft Passive. Pressure Soil Density, Heel Soil Density, Toe FootingllSoil Friction Soil height to ignore for passive pressure 250.0 psf/ft = 110.00pcf 0.00 pcf = 0.250 = 12.00 in []_s.u.rc•h•a•r•g•e•L•o•a•d•s------•• [lateral Load Applied to Stem I l Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load 0.0 #/ft Adjacent Footing Load Footing Width Used To Resist Sliding & Overturning ... Height to To~ = Surcharge Over Toe = 0.0 ... Height to Bottom = 6.42 ft Eccentricity 5.42 ft Used for Sliding & Overturning ----1 Load Type = Axial Load Applied to Stem I Seismic (E) Wall to Fig CL Dist Footing Type Axial Dead Load Axial Live Load Axial Load Eccentricity = [ Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ... resultant ecc. = 100.0 lbs 200.0 lbs 0.0 in 7 1.88 OK 1.73 OK 2,607 lbs 8.57 in Soil Pressure@ Toe 1,908 psf OK Soil Pressure @ Heel O psf OK Allowable 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,671 psf ACI Factored @ Heel O psf Footing Shear@ Toe = 6.0 psi OK 3.3 psi OK 75.0 psi Footing Shear @ Heel = Allowable = Sliding Cales Lateral Sliding Force less 100% Passive Force = less 100% Friction Force = - 1,002.5 lbs 1,128.5 lbs 601.7 lbs Added Force Req'd .... for 1.5 Stability 0.0 lbs OK 0.0 lbs OK Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code Dead Load Live Load Earth,H Wind,W Seismic, E CBC 2019,ACI 1.200 1.600 1.600 1.000 1.000 (Service Level) Base Above/Below Soil Wind on Exposed Stem = (Service Level) 0.0 psf at Back of Wall Stem Construction --, Design Height Above Ftt ft= Wall Material Above "Ht" Design Method = Thickness Rebar Size Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa Total Force@ Section Service Level lbs= Strength Level lbs= Moment .... Actual Service Level ft-#= Strength Level ft-#= Moment. .... Allowable = Shear ..... Actual Service Level psi= Strength Level psi= Shear ..... Allowable psi = Anet (Masonry) in2= Rebar Depth 'd' in= Masonry Data fm psi= Fs psi = Solid Grouting = Modular Ratio 'n' Wall Weight psi= Short Term Factor = Equiv. Solid Thick. in= Masonry Block Type = Masonry Design Method Concrete Data fc psi= Fy psi= Poisson's Ratio Bottom Stem OK 0.00 Masonry ASD 6.00 # 5 16.00 Edge 0.726 419.5 4,957.0 640.5 21,524.2 916.7 6.2 55.1 46.4 67.50 2.75 1,500 20,000 Yes 21.48 58.0 1.000 5.60 LRFD Medium Weight ASD = = = = 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Page 112 of 124 • LAMAR IIENGINEERING Luis Labrada 809 Bowsprit, Suite 105 Chula Vista, CA 91914 Phone: (619) 370-9515 Project Name/Number: 662022Ia cost Title GL-~ H=4.58ft Dsgnr: L.F. Description .... www.lamareng.com This Wall in File: d:\Users\D5\Desktop\Work\GED\22-La Costa\662022Ia costa • rw.RPX Page : 2 Date: 6 JUN 2022 RetainPro (c) 1987-2019, Build 11.20.03.31 License: KW-06057443 Cantilevered Retaining Wall [ Footing Design Results Code: CBC 2019,ACI 318-14,TMS 402-16 License To: Footing Data I Toe Width = 1.25 ft Heel Width = 2.00 Total Footing Width = 3.25 Footing Thickness = 30.00 in Key Width 8.00 in Key Depth = 8.00 in Key Distance from Toe = 0.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As% = 0.0018 Cover@ Top 3.00 @ Btm.= 3.00 in Factored Pressure = Mu': Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear = ~ 2,671 21 ,223 5,063 1,347 5.99 40.00 Toe Reinforcing = None Spec'd Heel Reinforcing None Spec'd Key Reinforcing None Spec'd Footing Torsion, Tu Footing Allow. Torsion, phi Tu a ~ O psf 155 ft-# 1,384 ft-# 1,230 ft-# 3.30 psi 40.00 psi 0.00 ft-lbs 0.00 ft-lbs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: phiMn = phi'5'Iambda'sqrt(fc)'Sm Heel: phiMn = phi'5'Iambda'sqrt(fc)'Sm Key: phiMn = phi'5'Iambda'sqrt(fc)'Sm Min footing T&S reinf Area 2.11 in2 0.65 in2 1ft Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 3.70 in #5@ 5.74 in #6@ 8.15in If two layers of horizontal bars: #4@ 7.41 in #5@ 11.48 in #6@ 16.30 in Summa of Overturnin & Resistin Forces & Moments ..... OVERTURNING ..... . .... RESISTING ..... Force Distance Moment Force Distance Moment Item HL Act Pres (ab water tbl) HL Act Pres (be water tbl) Hydrostatic Force Buoyant Force Surcharge over Heel Surcharge Over Toe = Adjacent Footing Load Added Lateral Load = Load @ Stem Above Soil = Total Resisting/Overturning Ratio lbs ft ft-# 1,002.5 2.36 2,366.0 1,002.5 O.T.M. 2,366.0 Vertical Loads used for Soil Pressure = = 1.88 2,606.8 lbs Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl} Watre Table Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load = Axial Dead Load on Stem = • Axial Live Load on Stem Soil. Over Toe Surcharge Over Toe = Stem Weight(s) = Earth @ Stem Transitions= Footing Weighl = Key Weight = Vert. Component = lbs ft ft-# 755.7 300.0 200.0 265.6 1,218.8 66.7 2.50 2.50 1.50 1.50 1.50 1.63 0.33 1,889.3 1,889.3 150.0 300.0 398.5 1,980.5 22.2 Total= 2,406.8 lbs R.M.= 4,440.4 • Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Page 113 of 124 Project Name/Number: 662022Ia cost LAMAR IIENGINEERING Luis Labrada 809 Bowsprit, Suite 105 Chula Vista, CA 91914 Phone: (619) 370-9515 Title GL-~ H=4.58ft Dsgnr: L.F. Description .... www.lamareng.com This Wall in File: d:\Users\D5\Desktop\Work\GED122-La Costa\662022Ia costa -rw.RPX RetainPro (c) 1987-2019, Build 11.20.03.31 License: KW-06057443 Cantilevered Retaining Wall License To : [}ilt I Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Deft @ Top of Wall (approximate only) 250.0 pci 0.075 in The above calculation is not valid if the heel soil bearjng pressure exceeds that of the toe because the wall would then tend to rotate into the retained soil. Page : 3 Date: 6 JUN 2022 Code: CBC 2019,ACI 31 8-14,TMS 402-16 Page 114 of 124 LAMAR O ENGINEERING Luis Labrada 809 Bowsprit, Suite 105 Chula Vista, CA 91914 Phone: (619) 370-9515 Project Name/Number : 662022Ia cost Title GL-~ H=4.58ft Dsgnr: L.F. Description .... Page : 4 Date: 6 JUN 2022 www.lamareng.com This Wall in File: d:\Users\D5\Desktop\Work\GED\22-La Costa\662022Ia costa -rw.RPX RetainPro (c) 1987-2019, Build 11.20.03.31 License : KW-06057443 License To: G"w/#5@ 16" Solid Grout Cantilevered Retaining Wall -z-r 1'-3" 3'-3" Code: CBC 2019,ACI 318-14,TMS 402-16 4'-r Page 115 of 124 LAMAR IIENGINEERING Luis Labrada 809 Bowsprit, Suite 105 Chula Vista, CA 91914 Phone: (619) 370-9515 Project Name/Number : 662022Ia cost Title GL-~ H=4.58ft Dsgnr: L.F. Page : 5 Date: 6 JUN 2022 Description .... www.lamareng.com This Wall in File: d:\Users\D5\Desktop\Work\GED\22-La Costa\662022Ia costa -rw.RPX RetainPro (c) 1987-2019, Build 11.20.03.31 License : KW-06057443 License To: DL=100 ,LL=-200# , Ecc=o· Pp= 1128.47# Lj Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 1003# ~ cii 0. ,..,_ CC! ,..,_ 0 0) ~ ■ Hydrostatic Force ■ Lateral earth pressure due to the soil BELOW water table Page 116 of 124 LAMAR I ENGINEERING Luis Labrada 809 Bowsprit, Suite 105 Chula Vista, CA 91914 Phone: (619) 370-9515 Project Name/Number : 662022Ia cost Title GL-~ H=3ft Osgnr: L.F. Description .... www.lamareng.com This Wall in File: d:\Users\D5\Desktop\Work\GED\22-La Costa\662022Ia costa -rw.RPX Page : 1 Date: 22 JUN 2022 RetainPro (c) 1987-2019, Build 11.20.03.31 License: KW-06057443 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 License To : L Criteria Retained Height = 3.00 ft Wall height above soil = 0.00 ft Slope Behind Wall 0.00 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft LSoil Data I Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure 40.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe FootingJISoil Friction Soil height to ignore for passive pressure = 250.0 psf/ft = 110.00 pcf = 0.00 pcf = 0.250 12.00 in Surcharge Loads Lateral Load Applied to Stem • Adjacent Footing Load Surcharge Over Heel 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning [ Axial Load Applied to Stem J Axial Dead Load = Axial Live Load Axial Load Eccentricity = l Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ... resultant ecc. 100.0 lbs 200.0 lbs 0.0 in :J 1.96 OK 1.72 OK 1,742 lbs 5.94 in Soil Pressure@ Toe = 1,537 psf OK Soil Pressure @ Heel O psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored@ Toe 2,152 psf ACI Factored @ Heel = O psf Footing Shear@ Toe = Footing Shear @ Heel = Allowable = Sliding Cales Lateral Sliding Force = less 100% Passive Force = less 100% Friction Force = - Added Force Req'd ... .for 1.5 Stability = 3.7 psi OK 1.7 psi OK 75.0 psi 605.0 lbs 656.3 lbs 385.4 lbs 0.0 lbs OK 0.0 lbs OK Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code Dead Load Live Load Earth,H Wind,W Seismic, E CBC 2019,ACI 1.200 1.600 1.600 1.000 1.000 Lateral Load 0.0 #/ft Adjacent Footing Load ... Height to To~ = 6.42 ft Footing Width ... Height to Bottom = 5.42 ft Eccentricity Load Type = Seismic (E) Wall to Fig CL Dist Footing Type (Service Level) Base Above/Below Soil Wind on Exposed Stem = (Service Level) ["!tern Construction Design Height Above Ft£ Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force@ Section Service Level Strength Level Moment .... Actual Service Level Strength Level Moment. .... Allowable Shear ..... Actual Service Level Strength Level Shear ..... Allowable Anet (Masonry) Rebar Depth 'd' Masonry Data fm Fs Solid Grouting Modular Ratio 'n' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method 0.0 psf at Back of Wall Poisson's Ratio I ___!!_ottom Stem OK ft= 0.00 Masonry = ASD LRFD = 6.00 = # 4 = 16.00 Edge = 0.317 lbs= 180.0 lbs= 4,957.0 ft-#= 180.0 ft-#= 21,524.2 = 606.2 psi= 2.7 psi= 55.1 psi= 46.0 in2 = 67.50 in= 2.75 psi= 1,500 psi= 20,000 Yes = 21.48 psf= 58.0 = 1.000 in= 5.60 = Medium Weight ASD = = = = = = 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Concrete Data ---------- fc psi= Fy psi= Page 117 of 124 I LAMAR I ENGINEERING Luis Labrada 809 Bowsprit, Suite 105 Chula Vista, CA 91914 Phone: (619) 370-9515 Project Name/Number : 662022Ia cost Title GL-G H=3ft Dsgnr: L.F. • Description .... www.lamareng.com This Wall in File: d:\Users\D5\Desktop\Work\GED\22-La Costa\662022Ia costa -rw.RPX Page : 2 Date: 22 JUN 2022 RetainPro (c) 1987-2019, Build 11.20.03.31 License: KW-06057443 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 License To : I, F.o.o.t.in1111g•D•a•t•a--------•· Footing Design Results j Toe Width = 1.00 ft Heel Width = 1.50 Total Footing Width = 2.50 Footing Thickness 30.00 in Key Width = 8.00 in Key Depth 0.00 in Key Distance from Toe = 0.00 ft re= 2,500psi Fy = 60,000 psi Footing Concrete Density 150.00 pcf Min. As% = 0.0018 Cover@ Top 3.00 @ Btm.= 3.00 in lli Factored Pressure = 2,152 Mu': Upward = 11,014 Mu' : Downward = 3,375 Mu: Design = 637 Actual 1-Way Shear = 3.65 Allow 1-Way Shear = 40.00 Toe Reinforcing None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing None Spec'd Footing Torsion, Tu Footing Allow. Torsion, phi Tu = l::lfiltl O psf 71 ft-# 529 ft-# 458 ft-# 1.69 psi 40.00 psi 0.00 ft-lbs 0.00 ft-lbs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: phiMn = phi'5'Iambda'sqrt(fc)'Sm Heel: phiMn = phi'5'Iambda'sqrt(fc)'Sm Key: No key defined Min footing T&S reinf Area 1.62 in2 0.65 in2 1ft Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 3.70 in #5@ 5.74 in #6@ 8.15 in If two layers of horizontal bars: #4@ 7.41 in #5@ 11.48 in #6@ 16.30 in Summary of Overturning & Resisting Forces & Moments .. ... RESISTING ..... ..... OVERTURNING ..... Force Distance Moment Force Distance Moment Item lbs ft ft-# HL Act Pres (ab water tbl) 605.0 1.83 1,109.2 HL Act Pres (be water tbl) Hydrostatic Force Buoyant Force = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = = Total = 605.0 O.T.M. 1,109.2 Resisting/Overturning Ratio = 1.96 Vertical Loads used for Soil Pressure = 1,741.5 lbs Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) Watre Table Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem= • Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = Earth @ Stem Transitions= Footing Weigh1 Key Weight = Vert. Component = lbs ft ft-# 330.0 300.0 200.0 174.0 937.5 2.00 2.00 1.25 1.25 1.25 1.25 0.33 660.0 660.0 125.0 250.0 217.5 1,171.9 Total= 1,541 .5 lbs R.M.= 2,174.4 • Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Page 118 of 124 I Project Name/Number : 662022Ia cost LAMAR IIENGINEERING Luis Labrada 809 Bowsprit, Suite 105 Chula Vista, CA 91914 Phone: (619) 370-9515 Title GL-~ H=3ft Dsgnr: L.F. Description .... www.lamareng.com This Wall in File: d:\Users\D5\Desktop\Work\GED\22-La Costa\662022Ia costa -rw.RPX RetainPro (c) 1987-2019, Build 11.20.03.31 License: KW-06057443 License To: Tilt I Cantilevered Retaining Wall Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Defl @ Top of Wall (approximate only) 250.0 pci 0.051 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil Page : 3 Date: 22 JUN 2022 Code: CBC 2019,ACI 318-14,TMS 402-16 Page 119 of 124 LAMAR I ENGINEERING Luis Labrada 809 Bowsprit, Suite 105 Chula Vista, CA 91914 Phone: (619) 370-9515 Project Name/Number : 662022Ia cost Title GL-~ H=3ft Dsgnr: L.F. Description .... Page : 4 Date: 22 JUN 2022 www.lamareng.com This Wall in File: d:IUsers\O5\Desktop\WorklGED\22-La Costa\662022Ia costa -rw.RPX RetalnPro (c) 1987-2019, Build 11.20.03.31 License : KW-06057443 License To : 6" w/#4@ 16" Solid Grout Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 3'-0" ►1◄ .2"-6" Page 120 of 124 Project Name/Number : 6620221a cost LAMAR IIENGINEERING Luis Labrada 809 Bowsprit, Suite 105 Chula Vista, CA 91914 Phone: (619) 370-9515 Title GL-~ H=3ft Dsgnr: L.F. Description .... www.lamareng.com This Wall in File: d:\Users\D5\Desktop\Work\GED\22-La Costa\6620221a costa -rw.RPX RetainPro (c) 1987-2019, Build 11.20.03.31 License : KW-06057443 License To : DL~100 ,LL=200#, Ecc=O- Cantilevered Retaining Wall Pp= 656.25# ~ .__ __ __,,,__ _____ ~ -m P7 c.. ..... ~ ,.._ 605# ■ f-lydrostetic Force Page: 5 Date: 22 JUN 2022 Code: CBC 2019,ACI 318-14,TMS 402-16 (') IO ,... ■ Latecal earth pressure due to the soil BELOW wate, table Page 121 of 124 APPENDIX VII GuardRail Calculations Page 122 of 124 Luis Labrada 809 Bowsprit, Suite 105 Chula Vista, CA 91914 Phone: (619) 370-9515 www.lamareng.com LAMAR I ENGINEERING GUARDRAIL CALCULATION POST DESIGN Project: La Costa Engineer: L.F. Date: 04/12/2022 Guard Post Spacing = 4 Ft. HI r-· P = 200 Lbs. Height = 42 In. Moment= M = 200 Lbs. * 42 In. = 8400 ln.-Lbs. Use= 2" x 2" x 1/8" Thk. Tube (46ksi) Section Modulus (S) = ( 21n.*21n.*21n./6)-(1.751n. * 1. 75 ln.*1. 75 ln./6) = 0.44 ln.3 Bending Stress= M/S = 8400 ln.-Lbs. / 0.4411 ln.3 = 19043 Psi. Allowable Bending Stress= 0.66 Lbs.*46000 Psi.= 30360 Psi. 19043 Psi. (Cale.) < 30360 Psi. Allowable OK SIZE FILLET WELD @ BASE Use= 1/8 "fillet Area Aw= 0.707 * 0.125 In.= 0.09 In.fin. Weld Section Modulus = (b*d) + (d2/3) = 5.33 ln.2 f = 8400 ln.-Lbs. / 5.33 ln2. = 1576 #/In. Shear Stress = f/Aw = 1576 #/In. I 0.09 In/In. = 17833 Psi. Allowable Tension Stress = Base Metal = 30000 Psi. 17833 Psi. (Cale.) < 30000 Psi. Allowable OK CONCRETE ATTACHMENT P= 200 Lbs. Number of bolts = N = 2 Height= 42 in. Dista nce between Screws = d = 4.0 in. Moment= 8400 in.-Lbs. Embedment = 4 in. Uplift= M / (d*N) = 8400 in-Lbs/ (4 in *2 bolts ) = 1050 Lbs. Use: (2) 5/8" Dia. Hilti KB3 -4" Embedment on Each Side Bolt= 5/8 " Dia. Hilti KB3 Shear allowable load = 3910 Lbs. fc = 2000 Psi Tension allowable load = 2660 Lbs. Shear= 100 Lbs. (W) < 3910 Allowable Shear OK Tension= 1050 Lbs. (H) < 2660 Allowable Tension OK Page 123 of 124 Luis Labrada 809 Bowsprit, Suite 10S Chula Vista, CA 91914 . Phone: {619) 370-9515 www.lamareng.com Guard Post Spacing = P= Height= Moment= M = 200 Lbs.* 42 In.= Use= LAMAR I ENGINEERING GUARDRAIL CALCULATION POST DESIGN 3 Ft. 200 Lbs. 42 In. 8400 ln.-Lbs. 2" x 2" x 1/8" Thk. Tube (36ksi) HI Project: La Costa Engineer: L.F. Date : 05/24/2022 +-p Section Modulus (S) = ( 2In.*2In.*2In./6)-(1.75In.* 1.75 ln.*1 .75 ln ./6) = 0.44 ln.3 Bending Stress= M/S = 8400 ln.-Lbs. / 0.4411 ln.3 = 19043 Psi. Allowable Bending Stress= 0.66 Lbs.*36000 Psi.= 23760 Psi. 19043 Psi. (Cale.) < 23760 Psi. Allowable SIZE FILLET WELD @ BASE Use= 1/8 " fillet Area Aw= 0.707 * 0.125 In.= Weld Section Modulus= (b*d) + (d2/3) = 5.33 ln.2 f = 8400 ln.-Lbs. / 5.33 ln2. = 1576 #/In. Shear Stress = f/Aw = 1576 #/In. /0.09 In/In.= 17833 Psi. Allowable Tension Stress= Base Metal= 30000 Psi. 17833 Psi. (Cale.) < 30000 Psi. Allowable BASE PLATE TO WOOD CONNECTION Lag Screw Dia. = Embedded= 1" 1.75 In. Number of Screws = N = Distance between Screws = d = Ref. Table 12.2A Lag Screw Withdrawal (N.D.S. 2018) Capacity= 477 Lbs.tin. End grain factor= 0.67 (Section 12.5.2) Actual Capacity = 320 Screw Uplift= M / (d*N) = 8400 ln.-Lbs. / (5 * 4) = 420 Lbs. 559 Lbs (allow.) > 420 Lbs. (Cale.) Use: (4) 1" Screws x 1.75" Long OK 0.09 OK 4 5 OK In.fin. In . Page 124 of 124 • " w CHRJSTIAN WHEELER. CNCINE E lllN C REPORT OF PRELIMINARY GEOTECHNICAL INVESTIGATION RE.CE\VED oEC O 7 2022 F CARLSBAD ~~~g\NG DIVISION STARK HOUSE APN 216-160-10-00 LA COSTA A VENUE CARLSBAD, CALIFORNIA PREPARED FOR STARK HOUSE, LLC 290 LANDIS A VENUE, SUITE C CHULA VISTA, CALIFORNIA 91010 PREPARED BY CHRISTIAN WHEELER ENGINEERING 3980 HOME.AV SAN DIEGO, CALIFI PC2022--0060 2436 LA COSTA AVE > 1- ---..:W 0 2436 LA COSTA AVE: NEW SFD (4,408.03 SF), GARAGE (908.6 SF), WITH 2ND FLOOR SWIMMING POOL (350 SF), GYM / MEDITATION ROOM. BATHROOM AND POOL 2161601000 12/7/2022 3980 H o me Ave nue ♦ Sa n Diego, CA 92105 PC2022-0060 June 24, 2021 Stark House LLC Chula Vista, California 91910 Attention: Ramiro Barajas w CHRJSTIAN WHEELER. ENC IN[ER_I C Subject: Report of Preliminary Geotechnical Investigation Stark House, APN 216-160-10-00, La Costa Avenue, Carlsbad, California Ladies and Gentlemen: CWE 2200253.01 In accordance with your request and our proposal dated May 13, 2020, we have completed a preliminary geotechnical investigation for a proposed residential project to be constructed at the subject property. We are presenting herewith a report of our findings and recommendations. It is our opinion and judgment that no geotechnical conditions exist at or in the vicinity of the subject property that would preclude the construction of the proposed residential project provided the recommendations included in this report are implemented. If you have any questions after reviewing this report, please do not hesitate to contact our office. This opportunity to be of professional service is sincerely appreciated. Respectfully submitted, CHRISTIAN WHEELER ENGINEERING Daniel B. Adler, RCE #36037 DBA:dba;djf ec: rnmk3@yahoo.com Daniel J. Flowers, CEG #268 3980 H o m e Ave nu e ♦ San Di ego, CA 921 05 ♦ 619 -550-1700 ♦ FAX 6 1 9 -550-1701 TABLE OF CONTENTS Page Introduction and Project D escription ............................................................................................................................. 1 Scope of Services ................................................................................................................................................................ 2 Findings ................................................................................................................................................................................ 3 Site Description ............................................................................................................................................................... 3 General Geology and Subsurface Conditions ............................................................................................................ 3 Geologic Setting and Soil Description .................................................................................................................... 3 Artificial Fill ............................................................................................................................................................. 3 Subsoil ...................................................................................................................................................................... 4 Del Mar Formation ................................................................................................................................................ 4 Groundwater ............................................................................................................................................................... 4 Tectonic Setting .......................................................................................................................................................... 4 General Geologic Hazards ............................................................................................................................................ 5 General ......................................................................................................................................................................... 5 Landslide Potential and Slope Stability ..................................................................................................................... 5 Liquefaction .................................................................................................................................................................. 6 Flooding ....................................................................................................................................................................... 6 Tsuna1nis ...................................................................................................................................................................... 6 Seichcs ........................................................................................................................................................................... 6 Other Potential Geologic Hazards .......................................................................................................................... 6 Conclusions .......................................................................................................................................................................... 6 Recommendations .............................................................................................................................................................. 7 Grading and Earthwork ................................................................................................................................................. 7 General ......................................................................................................................................................................... 7 Pregrade Meeting ........................................................................................................................................................ 7 Observation of Grading ............................................................................................................................................ 8 Clearing and Grubbing .............................................................................................................................................. 8 Site Preparation ........................................................................................................................................................... 8 Fill Slope Kcyway ....................................................................................................................................................... 8 Excavation and Backfilling Characteristics ............................................................................................................... 8 Imported Fill ................................................................................................................................................................ 8 Processing of Fill A.reas ............................................................................................................................................. 9 Compaction and Method of Filling .......................................................................................................................... 9 Surface Drainage ......................................................................................................................................................... 9 F oundations ................................................................................................................................................................... 10 General ....................................................................................................................................................................... 10 Post-Tensioned Foundations ............................................................................................................................... 10 Shallow Foundations ............................................................................................................................................ 10 Dimensions ............................................................................................................................................................ 10 Bearing Capacity ................................................................................................................................................... 10 Footing Reinforcing ............................................................................................................................................. 11 Lateral Load Resistance ........................................................................................................................................... 11 Poundation Excavation Moisture Conditioning ............................................................................................... 11 Foundation Excavation Observation ...................................................................................................................... 11 Settlement Characteristics ....................................................................................................................................... 11 Expansive Characteristics ......................................................................................................................................... 11 Foundation Plan Revie\v ........................................................................................................................................... 12 Soluble Sulfates ......................................................................................................................................................... 12 Seismic Design Factors ................................................................................................................................................ 12 CWE 2200253.01 Stark House J\P N 216-160°10·00, La Costa A venue San Diego, California TABLE OF CONTENTS (Cont.) Risk Categories ............................................................................................................................................................... 13 On-Grade Slabs ............................................................................................................................................................. 14 General ....................................................................................................................................................................... 14 Under-Slab Vapor Retarders ................................................................................................................................... 14 Exterior Concrete Platwork .................................................................................................................................... 14 Utility Trenches ............................................................................................................................................................. 15 Limitations ......................................................................................................................................................................... 15 Review, Observation and Testing .............................................................................................................................. 15 Unifornuty of Conditions ............................................................................................................................................ 15 Change in Scope ............................................................................................................................................................ 16 Time Limitations ........................................................................................................................................................... 16 Professional Standard ................................................................................................................................................... 16 Client's Responsibility .................................................................................................................................................. 17 Field Explorations ............................................................................................................................................................. 17 Laboratory Testing ............................................................................................................................................................ 17 TABLES Table I FIGURES Figure 1 PLATES Plate 1 Plate 2 Plate 3 APPENDICES Appendix A Appendix B Appendix C Appendix D ATTACHMENTS Seismic D esign Factors -2019 CBC Site Vicinity Map Site Plan & Geologic Map Geologic Cross Section A-A' Fill Slope Keyway Derail Subsurface Explorations Laboratory T est Results References Recommended Grading Specifications-General Provisions CWE 2200253.01 Stark House APN 216-160-10-00, La Costa Avenue Carlsbad, California w CHRJSTlAN WHEELER_ ENG I NEER.I NC PRELIMINARY GEOTECHNICAL INVESTIGATION STARK HOUSE LA COSTA A VENUE CARLSBAD, CALIFORN'IA INTRODUCTION AND PROJECT DESCRIPTION This report presents the results of a preliminary geotechnical investigation performed for a proposed residential project to be located adjacent to and north of La Costa Avenue, California. The following Figure No. 1 presents a vicinity map show1.ng the location of the property. Although no development plans are presently available, we assume that the subject project will consist of the construction of a two-story residential structure. It is anticipated that the proposed structure will be of wood- frame construction, supported by shallow foundations and incorporate conventional concrete on-grade floor slabs and raised floors. Grading to accommodate the proposed construction is expected to consist of cuts and fills up to about 2 feet from existing grades. To assist in the preparation of this report, we were provided witl1 miscellaneous architectural plans prepared by Studio Uno Architecture, dated J une 11, 2021. A copy of me site plan included in the architectural plan set was used as a base map for our Site Plan and Geologic Map, and is included herein as Plate No. 1. We have also included a copy of me building section on sheet A-7 of the plan set, modified to depict the site geology and included herein as Plate No. 2. This report has been prepared for the exclusive use of Stark House LLC, and its design consultants, for specific application to tl1e project described herein. Should the project be modified, the conclusions and recommendations presented in this report should be reviewed by Christian Wheeler Engineering for conformance with our recommendations and to determine whether any additional subsurface investigation, laboratory testing and/ or recommendations are necessary. Our professional services have been performed, our findings obtained and our recommendations prepared in accordance with generally accepted engineering principles and practices. This warranty is in lieu of all other warranties, expressed or implied. 3980 H ome Ave nu e ♦ San Diego, CA 92 1 05 ♦ 619 -550-1 700 ♦ FAX 619-550-1701 DATE: JUNE 2021 BY: SRD SITE VICINITY © OpenStreeu\1ap contributors STARK HOUSE LA COST A A VENUE CARLSBAD, CALIFORNIA JOB NO.: FIGURE 0.: 2200253.01 CHRJSTLA WHEELER ENGINEE'.RING C\XIE 2200253.01 June 24, 2021 Page o. 2 SCOPE OF SERVICES Our preliminary geotechnical investigation consisted of surface reconnaissance, subsurface exploration, obtaining representative soil samples, laboratory testing, analysis of the field and laboratory data, and review of relevant geologic literature. Our scope of service did not include assessment of hazardous substance contamination, recommendations to prevent floor slab moisture intrusion or the formation of mold within the structures, evaluation or design of storm water infiltration facilities, or any other services not specifically described in the scope of services presented below. More specifically, the intent of our proposed investigation was to: • Excavate 5 test pits and 1 hand-augured boring to explore the existing soil conditions and colJect representative soil samples. • Backfill the test pits with the removed soil. It should be noted that the soil was not compacted and will have to be removed and replaced as compacted fill during the future site grading. • Evaluate, by laboratory tests and our past experience with similar soil types, the engineering properties of the various soil strata that may influence the proposed constn1ction, including bearing capacities, expansive characteristics and settlement potential. • Describe the general geology at the s-ite including possible geologic hazards that could have an effect on the proposed construction, and provide the seismic design parameters in accordance with the 2019 edition of the California Building Code. • Discuss potential construction difficulties that may be encountered due to soil conditions, groundwater or geologic hazards, and provide geotechnical recommendations to mitigate identified construction difficulties. • Provide site preparation and grading recommendations for the anticipated work. • Provide foundation recommendations for the type of construction anticipated and develop soil engineering design criteria for the recommended foundation designs. • Provide earth retaining wall design recommendations. • Provide a preliminary geotechnical report presenting the results of our investigation, including a plot plan showing tl1e location of our subsurface explorations, excavation logs, laboratory test results, and our conclusions and recommendations for the proposed project. Although a test for the presence of soluble sulfates within the soils that may be in contact with reinforced concrete was performed as part of the scope of our services, it should be understood Christian Wheeler Engineering does not practice corrosion engineering. If a corrosivity analysis is considered necessary, we recommend that the client retain an engineering firm that specializes in tlus field co consult with them on tlus CWE 2200253.01 June 24, 2021 Page No. 3 matter. The results of our sulfate testing should only be used as a guideline to determine if additional testing and analysis is necessary. FINDINGS SITE DESCRIPTION The subject site consists of a vacant, rectangular-shaped lot located adjacent to and north of La Costa Avenue in the City of Carlsbad, California. The lot is identified as Lot 10 of La Costa-South Unit #1 and AP 216- 160-10-00. The property is bounded on the south by La Costa Avenue, on the east by a private access drive, and is otherwise bounded by single-family residential properties. A 5 foot-wide sewer easement is located along the westerly property line. Topographically, the southern portion of the lot is near flat-lying, whereas the rest of the lot slopes gently down to the north. Retaining walls less than about 5 feet high exist at the northern and eastern property lines. These walls retain the subject site. According to site plan by Uno Architecture, site elevations range from about 100 feet along La Costa Avenue to about and 75 feet at the northwest corner of the property. In reviewing the referenced report by Benton Engineering, Inc. and the photographs for available years, it appears that the subject site was graded in the late 1960's with the development of La Costa-South Unit #1. Grading and earthwork at the subject site appear to have consisted of terracing the once gently sloping hillside and placing the majority of the fills in the northerly portion of the site. GENERAL GEOLOGY AND SUBSURFACE CONDITIONS GEOLOGIC SETTING AND SOIL DESCRIPTION: The subject site is located in the Coastal Plains Physiographic Province of San Diego County. Based upon the findings of our subsurface explorations it was determined that the property is underlain by artificial fill, subsoil, and Delmar Formation. These materials ace described below in order of increasing age: ARTIFICIAL FILL (Qaf): The lot was found to be underlain be artificial fill. As encountered in the subsurface explorations, these materials extend to a maximum depth of about 4¾ feet below existing grade (test pit P-2). H owever, deeper fill soils may exist in areas of the lot not investigated. The artificial fill generally consisted of olive brown to grayish-brown, brown, and light brown, damp, soft to medium stiff, sandy clayey (CL). The fill soils encountered within test pits P-4, P-5, and within a portion of test pits P-3 consisted of light yellowish-brown, moist, medium dense, silty sand (SM). The clayey fill soils CWE 2200253.01 June 24, 2021 Page o. 4 (CL) were found have high expansion potential (EI=98), whereas the sandy fill soils (S"M) were judged to have a low expansive potential (EI between 21 and 50). SUBSOIL (Unmapped): A relatively thin subsoil layer with a maximum thickness of about 2 fee t was encountered underlying the artificial fill in test pits P-1, P-2, P-3, and HA-1. However, thicker subsoil may exist in areas of the lot not investigated. The subsoil generally consisted of grayish-brown and dark brown, moist, medium stiff and stiff, fat clay (CH). The subsoil was judged to have very high expansion potential (EI=139). DELMAR FORMATION (Td): Tertiary-age sedimentary deposits of the Delmar Formation were encountered underlying the surficial soils throughout the site. As encountered in our subsurface exploration, the formational soils consisted of incerbedded light yellowish brown, moist, dense, silty sand (S"M), olive brown, moist, stiff, fat clay (CH)., and olive brown, moist, dense, clayey sand (SC). The sandy materials (S"M) were judged to have a very low Expansion Index (EI <20). The sanely clayey materials (SC) were judged to have a low to medium Expansion Index (EI between 21 and 90), whereas the fat clay (CH) was found to have a very high expansion Index (EI =141). GROUNDWATER: No groundwater or seepage was encountered in our subsurface explorations. H owever, it should be recognized that minor groundwater seepage problems might occur after construction and landscaping are completed, even at a site where none were present before construction. These are usually minor phenomena and are often the result of an alteration in drainage patterns and/or an increase in irrigation water. Based on the anticipated construction and the permeability of the on-site soils, it is our opinion that any seepage problems that may occur will be minor in extent. It is further our opinion that these problems can be most effectively corrected on an individual basis if and when they occur. TECTONIC SETTING: o faults are known to traverse the subject site. However, it should be noted that much of Southern California, including the San Diego County area, is characterized by a series of Quaternary-age fault zones that consist of several individual, en echelon faults that generally strike in a northerly to northwesterly direction. Some of these fault zones (and the individual faults within the zone) are classified as "active" according to the criteria of the California Division of Mines and Geology. Active fault zones are those that have shown conclusive evidence of faulting during the Holocene Epoch (the most recent 11 ,000 years). The Division of Mines and Geology used the term "potentially active" on Earthquake Fault Zone maps until 1988 to refer to all Quaternary-age Oast 1.6 million years) faults for the purpose of evaluation for possible zonation in accordance with the Alquist-Priolo Earthquake Fault Zoning Act and identified all Quaternary-age faults as "potentially active" except for cenain faults that were presumed to be inactive based on direct geologic evidence of inactivity CWE 2200253.01 June 24, 2021 Page o. 5 during all of Holocene time or longer. Some faults considered to be "potentially active" would be considered to be "active" but lack specific criteria used by the State Geologist, such as st!lftcient!J active and 1J1el!-dejined. Faults older than Quaternary-age are not specifically defined in Special Publication 42, Fault Rupture Hazard Zones in California, published by the California Division of Mines and Geology. However, it is generally accepted that faults showing no movement during the Quaternary period may be considered to be "inactive". A review of available geologic maps indicates that the nearest active fault zone is the Newport-Inglewood- Rose Canyon Fault Zone (RCFZ), located approximately 6 miles to the west of the site. The offshore location of the RCFZ near the site is based on marine geophysical surveys and according to the USGS the slip rate is not fully constrained, but appears to be approximately 1.0±0.5 mm/yr in the north, increasing to 1.5±0.5 mm/ yr in the south. T he County of San Diego Seismic Safety Element also indicates that the RCFZ could produce up to a magnitude 7.1 event. With these attributes the site can be considered a Near-Fault Site in accordance with the CBC 2019. Other active fault zones in the region that could possibly affect the site include the Coronado Bank Fault Zone to the southwest, the San Diego Trough and San Clemente Fault Zones to the west; the Palos Verdes Fault Zone to the northwest; and the Elsinore, San J acinco and San Andreas Fault Zones to the northeast. GENERAL GEOLOGIC HAZARDS GENERAL: The site is located in an area where the risks due to significant geologic hazards are relatively low. No geologic hazards of sufficient magnitude to preclude the construction of the subject project are known to exist. In our professional opinion and to the best of our knowledge, the site is suitable for the proposed improvements. LANDSLIDE POTENTIAL AND SLOPE ST ABILITY: As part of this investigation, we reviewed the publication, "Landslide Hazards in the Northern Part of the San Diego Metropolitan Area" by Tan, 1995. This reference is a comprehensive study that classifies San Diego County into areas of relative landslide susceptibility. The subject site is located in Area 4-1, which is considered to be "most susceptible" to slope failures. Subarea 4- 1 includes slopes considered to be outside the limits of known landslides but contains observably or notably unstable slopes consisting of materials such as the Delmar Formation. Although most slopes within Subarea 4-1 do not currently contain landslide deposits, there is a possibility of failure even in the absence of activities of man (fan, 1995). No evidence of landsliding or deep-seated slope failures were noted during our reconnaissance of the site or during review of the referenced geotechnical literanire. It is our professional opinion and judgement that the on-site slopes will demonstrate minimum factors-of-safety of 1.5 or greater against global CWE 2200253.01 June 24, 2021 Page o. 6 and surficial slope failures once the recommended remedial grading has been completed. It is also our opinion that the proposed construction will not destabilize the neighboring properties. LIQUEFACTION: The near-surface soils encountered at the site are not considered susceptible to liquefaction due to such factors as soil density, grain-size distribution, plasticity and the absence of shallow groundwater conditions. FLOODING: As delineated on the Flood Insurance Rate Map (FIRM), panel 06073C1034H prepared by the Federal E mergency Management Agency, the site is in Zone X which is considered to be an "area of minimal flood hazard." Areas of minimal flood hazards are located outside of the boundaries of both the 100-yea.r and 500-year flood zones. TSUNAMIS: Tsunamis are great sea waves produced by a submarine earthquake or volcanic eruption. Review of the referenced Tsunami Inundation Map of the Encinitas Quadrangle indicates that the site is located outside of the projected tsunami inundation area (CalEMA, 2009). SEICHES: Seiches are periodic oscillations in large bodies of water such as lakes, harbors, bays or reservoirs. Due to the site's location, it should not be affected by seiches. OTHER POTENTIAL GEOLOGIC HAZARDS: Other potential geologic hazards such as, volcanoes or seismic-induced settlement should be considered to be negligible or nonexistent. CONCLUSIONS In general, it is our professional opinion and judgment that the subject property is suitable for the construction of the subject project provided the recommendations presented herein are implemented. The main geotechnical condition affecting the proposed project consists of potentially compressible artificial fill and subsoil, expansive soils, and a cut/ fill transition. The subject site is underlain by artificial fill and subsoil. As encountered in the subsurface explorations, the artificial fill and subsoil extend to a combined maximum depth of about depth of about 6 feet below existing grade (test pit P-3). However, deeper fill soils may exist in areas of the lot not investigated. It is our opinion that these materials are unsuitable, in their present condition to support settlement sensitive improvements. CWE 2200253.01 June 24, 2021 Page o. 7 In order to mitigate this condition, it is recommended that the fill soils and subsoil be removed and replaced as compacted fill. The prevailing foundation soils were found to have a very highly expansive potential (EI=141). The recommendations contained herein reflect this condition. It should be recognized that the intent of this report is to provide cost-effective site preparation and foundation recommendations to mitigate the potential detrimental effect of the on-site expansive soils on the proposed structure. However, soils with very high expansion potential may detrimentally affect light-weight ex terior improvements such as site walls, sidewalks, and driveways. Select grading consisting of replacing the expansive soils with a soil that has a low expansive po tential is one of the best ways to mitigate for expansive soil conditions. H owever, this may be cost prohibitive for the subject project. If select grading is infeasible, consideration should be given to utilizing materials that are tolerant to movement, implementing drought tolerant landscaping, providing positive drainage away from exterior improvements, and providing concrete surfaces with appropriate weakened plane joints. Regardless of these or other similar measures, some distress to exterior improvements requiring future maintenance or even replacement should be anticipated, clue to expansive soils. The site is located in an area that is relatively free of geologic hazards that will have a significant effect on the proposed construction. The most likely geologic hazard that could affect the site is ground shaking due to seismic activity along one of the regional active faults. However, construction in accordance with the requirements of the most recent edition of the California Building Code and the local governmental agencies should provide a level of life-safety suitable for the type of development proposed. RECOMMENDATIONS GRADING AND EARTHWORK GENERAL: All grading should conform to the guidelines presented in the current edition of the California Building Code, the minimum requirements of the City of Carlsbad, and the recommended Grading Specifications and Special Provisions attached hereto, except where specifically superseded in the text of chis report. PREGRADE MEETING: It is recommended that a pregracle meeting including the grading contractor, the client, and a representative from Christian Wheeler Engineering be performed, to discuss the recommendations of this report and address any issues that may affect grading operations. CWE 2200253.01 June 24, 2021 Page No. 8 OBSERVATION OF GRADING: Continuous observation by the Geotechnical Consultant is essential during the grading operation to confirm conditions anticipated by our investigation, to allow adjustments in design criteria to reflect actual field conditions exposed, and to determine that the grading proceeds in general accordance with the recommendations contained herein. CLEARING AND GRUBBING: Site preparation should begin with the removal of any existing vegetation and o ther deleterious materials in areas to receive proposed improvements or new fill soils. SITE PREPARATION: Itis recommended that fills soils and subsoil underlying the proposed structure, fill soils, and associated improvements be removed in their entirety. Based on our findings these materials extend to combined maximum depth of about depth of about 6 feet below existing grade (test pit P-3). The anticipated removals are depicted on Plate No. 2. Deeper removals may be necessary in areas of the site not investigated or due to unforeseen conditions. Lateral removals limits should extend across the entire lot. No removals should be performed beyond property lines. All excavated areas should be approved by the geotechnical engineer or his representative prior to replacing any of the excavated soils. The excavated materials can be replaced as properly compacted fill in accordance with the recommendations presented in the "Compaction and Method of Filling" section of this report provided that they are free of roots. FILL SLOPE KEYWAY: A keyway should be constructed at the toe of the fill slope along the northerly property line. The keyway should be at least 5 feet wide. The keyway should be sloped back into the hillside at least 2 percent and should extend at least 1 foot into the competent materials of the Delmar formation. Where the existing ground has a slope of 5:1 (horizontal to vertical) or steeper, it should be benched into as the fill extends upward from the keyway. A keyway detail is provided on Plate No. 3. EXCAVATION AND BACKFILLING CHARACTERISTICS:: The prevailing foundation soils consist of fat clays (CH). Although these materials will be relatively easy to excavate with conventional grading and trenching equipment, backfilling operations with these materials will be difficult clue to their high in-situ moisture contents and clayey composition. Consideration should be given to importing sandy materials to blend with the on-site materials. IMPORTED FILL: Imported fill should consist of low expansive (EI between 21 to 50) silty sands or clayey sands free of rocks or lumps over 3 inches in maximum dimension. Imported fill should be approved by this office prior to delivery to the site in order to establish compatibility with the on-site soils and project requirements. Laboratory tests will be needed prior to import fill approval. A minimum 5 business days lead time should be assumed. CWE 2200253.01 June 24, 2021 Page No. 9 PROCESSING OF FILL AREAS: Prior to placing any new fill soils or constructing any new improvements in areas that have been cleaned out to receive fill, the exposed soils should be scarified to a depth of about 12 inches, moisture conditioned, and compacted to at least 90 percent relative compaction. COMPACTION AND METHOD OF FILLING: In general, all structural fill placed at the site should be compacted to a relative compaction of at least 90 percent of its maximum laboratory dry density as determined by ASTM Laboratory Test D1557. Retaining wall backfill underlying settlement sensitive improvements should be compacted to at least 95 percent. Fills should be placed at or slightly above optimum moisture content, in lifts six to eight inches thick, with each lift compacted by mechanical means. Fills should consist of approved earth material, free of trash or debris, roots, vegetation, or other materials determined to be unsuitable by the Geotechnical Consultant. Fill material should be free of rocks or lumps of soil in excess of 6 inches in maximum dimension. Utility trench backfill within 5 feet of the proposed structure and beneath all concrete flatwork or pavements should be compacted to a minimum of 90 percent of its maximum dry density. SURFACE DRAINAGE: The drainage a.round the proposed improvements should be designed to collect and direct surface water away from proposed improvements and the top of slopes toward appropriate drainage facilities. Rain gutters with downspouts that discharge runoff away from the structure into controlled drainage devices are recommended. The ground around the proposed improvements should be graded so that surface water flows rapidly away from the improvements without ponding. In general, we recommend that the ground adjacent to structure slope away at a gradient of at least 5 percent for a minimum distance of 10 feet. If the minimum distance of 10 feet cannot be achieved, an alternative method of drainage runoff away from the building at the termination of the 5 percent slope will need to be used. Swales and impervious surfaces that a.re located within 10 feet of the builcling should have a minimum slope of 2 percent. It is essential that new and existing drainage patterns be coordinated to produce proper drainage. Pervious hardscape surfaces adjacent to structures should be similarly graded. Drainage patterns provided at the time of construction should be maintained throughout the life of the proposed improvements. Site irrigation should be limited to the minimum necessary to sustain landscape growth. Over watering should be avoided. Should excessive irrigation, impaired drainage, or unusually high rainfall occur, zones of wet or saturated soil may develop. CWE 2200253.01 June 24, 2021 Page No. 10 FOUNDATIONS GENERAL: Based on the findings and engineering judgment, it is recommended that the proposed structures be supported by pose-tensioned foundation system or conventional shallow foundations. The following minimum recommendations are based on the anticipated soil conditions, and are not intended to be used in lieu of structural considerations. All foundations should be designed by a qualified engineer. POST TENSIONED FOUNDATIONS Post-Tensioned foundations may be utilized for the support of the subject structures. The post tension related design parameters from the Post Tensioning Institute, 3rd edition, arc provided below. TABLE II: POST-TENSIONED FOUNDATIONS Post-Tensioning Institute (PTI) -Jrd Edition Thornthwaite Index -20 Edl!'e Moisture Variation, em Center Ult (ft) 9.0 Edxe uft (ft) 5.3 Differential Soil Movement, Vm Center Lili (in) 0.65 Ed,2_e Lift (in) 1.93 An allowable soil bearing pressure of 2,000 pounds per square foot (psf) may be assumed for post- tensioned foundations. This value may be increased by one-third for combinations of temporary loads such as chose due to wind or seismic loads. Perimeter footings for pose-tensioned foundations should extend at least 30 inches below finish pad grade. SHALLOW FOUNDATIONS DIMENSIONS: Spread footings supporting the proposed structure and associated exterior improvements should extend co a minimum depth at least 30 inches below lowest adjacent finish pad grade. Continuous and isolated spread footings should have a minimum width of 12 inches and 24 inches, respectively. BEARING CAPACITY: Spread footings with a minimum embedment described in the previous paragraph may be designed for an allowable soil bearing pressure of 2,000 pounds per square foot CWE 2200253.01 June 24, 2021 Page No. 11 (psf). The bearing value may also be increased by one-third for combinations of temporary loads such as those due to wind or seismic loads. FOOTING REINFORCING: Reinforcement requirements for foundations should be provided by a structural engineer. However, based on the existing soil conditions, we recommend that the minimum reinforcing for continuous footings consist of at least 2 No. 5 bars positioned near the bottom of the footing and 2 No. 5 bars positioned near the top of the footing. LATERAL LOAD RESISTANCE: Lateral loads against foundations may be resisted by friction between the bottom of the footing and the supporting soil, and by the passive pressure against the footing. The coefficient of friction between concrete and soil may be considered to be 0.25. The passive resistance may be considered to be equal to an equivalent fluid weight of 250 pounds per cubic foot. This assumes the footings are poured tight against undisturbed soil. If a combination of the passive pressure and friction is used, the friction value should be reduced by one-third. FOUNDATION EXCAVATION MOISTURE CONDITIONING: ltis recommended that foundation excavations not be allowed to dry out during the construction process. However, due to the clayey nature of the foundation materials, this operation should be done carefully. Excessive moistening of the soils will result in a sloppy foundation bottom. FOUNDATION EXCAVATION OBSERVATION: All footing excavations should be observed by Christian Wheeler Engineering prior to placing of forms and reinforcing steel to determine whether the foundation recommendations presented herein are followed and that the foundation soils are as anticipated in the preparation of this report. All footing excavations should be excavated neat, level, and square. All loose or unsuitable material should be removed prior to the placement of concrete. SETTLEMENT CHARACTERISTICS: The anticipated total and differential settlement is expected to be less than about 1 inch and 1 inch over 40 feet, respectively, provided the recommendations presented in this report are followed. It should be recognized that minor cracks normally occur in concrete slabs and foundations due to concrete shrinkage during curing or redistribution of stresses, therefore some cracks should be anticipated. Such cracks are not necessarily an indication of excessive vertical movements. EXPANSIVE CHARACTERISTICS: The prevailing foundation soils are assumed to have a very high expansive potential (EI=141). The recommendations within this report reflect these conditions. CWE 2200253.01 June 24, 2021 Page No. 12 FOUNDATION PLAN REVIEW: The final foundation plan and accompanying details and notes should be submitted to this office for review. The intent of our review will be to verify that the plans used for construction reflect the minimwn dimensioning and reinforcing criteria presented in this section and that no additional criteria are required clue to changes in the foundation type or layout. It is not our intent to review structural plans, notes, details, or calculations to verify that the design engineer has correctly applied the geotechnical design values. It is the responsibility of the design engineer to properly design/ specify the foundations and other structural elements based on the requirements of the structure and considering the information presented in this report. SOLUBLE SULFATES: The water-soluble sulfate content of a selected soil sample from the site was determined in accordance with California Test Method 41 7. The results of this test indicate that the soil sample had a soluble sulfate content of 0.016 percent. Soils with a soluble sulfate content of less than 0.1 percent are considered to be negligible. However, it should be recognized that the sulfate content of surficial soils may increase with time clue to soluble sulfate in the irrigation water or fertilized use. It should be understood Christian Wheeler Engineering does not practice corrosion engineering. If a corrosivity analysis is considered necessary, we recommend that the client retain an engineering firm that specializes in this field to consult with them on this matter. The results of our corrosion testing should only be used as a guideline to determine if additional testing and analysis is necessary. SEISMIC DESIGN FACTORS The seismic design factors applicable to the subject site are provided below. The seismic design factors were determined in accordance with the 2019 California Building Code. The site coefficients and adjusted ma.xirnwn considered earthquake spectral response acceleration parameters are presented in the following Table I. TABLE I: SEISMIC DESIGN FACTORS Site Coordinates: Latitude 33.088° Longitude -117.257° Site Class C Site Coefficient Fa 1.2 Site Coefficient Fv 1.5 Spectral Response Acceleration at Short Periods Ss 0.992 g Spectral Response Acceleration at 1 Second Period S1 0.36 g SMs=F.S, 1.19 g s~11 =FvS1 0.54 2: CWE 2200253.01 I Sos=2/3*SMs So1=2/3*SM1 J unc 24, 2021 Page o. 13 0.794 g 0.36 g Probable ground shaking levels at the site could range from slight to moderate, depending on such factors as the magnitude of the seismic event and the distance to the epicenter. It is likely that the site will experience the effects of at least one moderate to large earthquake during the life of the proposed improvements. RISK CATEGORIES The project structural engineer and architect should evaluate the appropriate Risk Category and Seismic Design Category for the planned structures. The values presented herein assume a Risk Category of II and a Seismic D esign Category D. Table II presents a summary of the risk categories in accordance with ASCE 7- 16. TABLE II ASCE 7-16 RISK CATEGORIES Risk Category Building Use Examples I Low risk to Human Life at Failure Barn, Storage Shelter II Nominal Risk to Human Life at Failure (Buildings Residential, Commercial and Not Desi1mated as I, III or IV) Industrial Buildings T heaters, Lecture Halls, Dining Halls, Schools, Prisons, Small III Substantial Risk to Human Life at Failure H ealthcare Facilities, Infrastructure Plants, Storage for Explosives/Toxins Hazardous Material Facilities, Hospitals, Fire and Rescue, IV Essential Facilities Emergency Shelters, Police Stations, Power Stations, Aviation Control Facilities, National Defense, Water Storal!e C\XIE 2200253.01 June 24, 2021 Page No. 14 As discussed in our referenced geotechnical report no faults are known to traverse the subj ect site and our review of available geologic maps indicates that the nea.rest active fault zone is the Newport-Inglewood - Rose Canyon Fault Zone (RCFZ), located approximately 6½ miles to the west of the site. The off shore location of the RCFZ near the site is based on ma.rine geophysical surveys and according to the USGS the slip rate is not fully constrained, but appears to be approximately 1.0±0.5 mm/yr in the north, increasing to 1.5±0.5 mm/ yr in the south. The County of San Diego Seismic Safety Element also indicates that the RCFZ could produce up to a magnitude 7.1 event. With these attributes the site can be considered a ear-Fault Site in accordance with the CBC 2019. ON-GRADE SLABS GENERAL: It is our understanding that the floor system for proposed structure may consist of concrete slab-on-grade. The slab should be designed by the project structural engineer based on the findings of this report. A design coefficient of subgrade reaction, Kvl, of 50 pounds per cubic inch (pci) may be used for slab-on-grade design. UNDER-SLAB VAPOR RETARDERS: Steps should be taken to minimize the transmission of water vapors from the subsoil through the interior slabs where it can potentially damage the interior floor coverings. Local industry standards typically include the placement of a vapor retarder, such as polyethylene liner, in a layer of coarse sand, placed directly beneath the concrete slab. Two inches of sand are typically used above and below the liner. The vapor retarder should at least consist of 15-mil thick Stegowrap® or simila.r material with sealed seams, and extend to a depth of at least 12 inches along the sides of the interior and perimeter footings. The sand placed around the liner should have a sand eguivalent of at least 30, contain less than 10% material passing the No. 100 sieve, and less than 5% material passing the No. 200 sieve. The membrane should be placed in accordance with the recommendations and considerations contained in American Concrete Institute (ACI) 302, "Guide for Concrete Floor and Slab Construction" and ASTM E 1643, "Standards Practice for Installation of Water Vapor Retarder Used in Contact with Earth or Granular Fill Under Concrete Slabs." It is the flooring contractor's responsibility to place floor coverings in accordance with tl1e flooring manufacturer specifications. EXTERIOR CONCRETE FLATWORK: Exterior concrete slabs on grade, including driveways, should have a minimum tluckness of 6 inches and be reinforced with at least No. 4 bars placed at 12 inches on center each way (ocew). Driveway slabs should be provided with a thickened edge at least 30 inches deep and 6 inches wide. All slabs should be provided \vith weakened plane joints in accordance with the ACl guidelines. Special attention should be paid to the method of concrete curing to reduce the potential for excessive CWE 2200253.01 June 24, 2021 Page No. 15 shrinkage cracking. It should be recognized that minor cracks occur normally in concrete slabs due to shrinkage. Some shrinkage cracks should be expected and are not necessarily an indication of excessive movement or structural distress. However, it should be recognized that soils with very high (E1=133) expansion potential may detrimentally affect light weight exterior improvements such as site walls, sidewalks, and driveways. Some distress to exterior improvements requiring future maintenance or even replacement should be anticipated due to expansive soils. UTILITY TRENCHES It is anticipated that utility trenches will be backfilled with materials much more permeable than the surrounding clayey soils. In order to mitigate the potential for these trenches to act as conduits for water under the proposed structure, it is recommended that a cutoff concrete plug be constructed at minimum distance of at least 3 feet from the structure to act as a dam. The plug should extend at least 12 inches beyond the edges and the bottom of the trench and should be at least 12 inches high or 6 inches above any bedding material, whichever is more. LIMITATION S REVIEW, OBSERVATION AND TESTING The recommendations presented in this report are contingent upon our review of final plans and specifications. Such plans and specifications should be made available to the geotechnical engineer and engineering geologist so that they may review and verify their compliance with this report and with the California Building Code. It is recommended that Christian Wheeler Engineering be retained to provide continuous soil engineering services during the earthwork operations. This is to verify compliance with the design concepts, specifications or recommendations and to allow design changes in the event that subsurface conditions differ from those anticipated prior to start of construction. UNIFORMITY OF CON DITIONS The recommendations and opinions expressed in this report reflect our best estimate of the project requirements based on an evaluatio n of the subsurface soil conditions encountered at the subsurface exploration locations and on the assumption that the soil conditions do not deviate appreciably from those encountered. It should be recognized that the performance of the foundations and/or cut and fill slopes may CWE 2200253.01 June 24, 2021 Page No. 16 be influenced by undisclosed or unforeseen variations in the soil conditions that may occur in the intermediate and unexplored areas. Any unusual conditions not covered in this report that may be encountered during site development should be brought to the attention of the geotechnical engineer so that he may make modifications if necessary. CHANGE IN SCOPE This office should be advised of any changes in the project scope or proposed site grading so that we may determine if the recommendations contained herein are appropriate. This should be verified in writing or modified by a written addendum. TIME LIMITATIONS The findings of this report are valid as of this date. Changes in the condition of a property can, however, occur with the passage of time, whether they be due to natural processes or the work of man on this or adjacent properties . In additio n, changes in the Standards-of-Practice and/or Government Codes may occur. Due to such changes, the findings of this report may be invalidated wholly or in part by changes beyond our control. Therefore, this report should not be relied upo n after a period of two years without a review by us verifying the suitability of the conclusions and recommendations. PROFESSIONAL STANDARD In the performance of our professional services, we comply with that level of care and skill ordinarily exercised by members of our profession currently practicing under similar conditions and in the same locality. T he client recognizes that subsurface conditions may vary from those encountered at the locations where our borings, surveys, and explorations are made, and that our data, interpretations, and recommendations be based solely on the information obtained by us. We will be responsible for those data, interpretations, and recommendations, but shall not be responsible for the interpretations by others of the information developed. Our services consist of professional consultation and observation only, and no warranty of any kind whatsoever, express or implied, is made or intended in connection with the work performed or to be performed by us, or by our proposal for consulting or ocher services, or by our furnishing of oral or written reports or findings. CWE 2200253.01 June 24, 2021 Page No. 17 CLIENT'S RESPONSIBILITY It is the responsibility of the Client, or its representatives, to ensure that the information and recommendations contained herein are brought co the attention of the structural engineer and architect for the project and incorporated into the project's plans and specifications. It is further their responsibility to take the necessary measures to ensure that the contractor and his subcontractors carry out such recommendations during construction. FIELD EXPLORATIONS Six subsurface explorations were excavated on June 27, 2020 at the locations indicated on the Existing and Proposed Site Plan and Geotech.nical Maps included herewith as Plate Nos. 1 and 2. These explorations consisted of 5 hand-dug test pits and 1 hand-augured boring. The fieldwork was conducted under the observation and direction of our engineering geology personnel. The explorations were carefully logged when made. The logs are presented on Appendix A. The soils are described in accordance with the Unified Soils Classification. In addition, a verbal textural description, the wet color, the apparent moisture, and the density or consistency is provided. The density of granular soils is given as very loose, loose, medium dense, dense or very dense. The consistency of silts or clays is given as either very soft, soft, medium stiff, stiff, very stiff, or hard. Chunk samples and bulk samples of the earth materials encountered were collected. Samples were transported co our laboratory for testing. LABORATORY TESTING Laboratory tests were performed in accordance with the generally accepted American Society for Testing and Materials (ASTM) test methods or suggested procedures. A brief description of the tests performed and the subsequent results are presented in Appendix B. ®'IT'C1DIIDD@ + UNO ARO,!TECTVRE + OE$1GH + PI.NN NG E)OSrr \lCSEMJII' P-5 ~ ~ ,7 ~Ll II I I ltJ1~\ ~ IA' II jj " Ii \ \ ~ <( ...J ~ ---\_&I ) -- 0 211' 40' L.-; ~ SCALE: 1" = 20' ---_., SITE PLAN AND GEOTECHNICAL MAP ~P-3 DATE: BY ~ C\X'E LEGEND !"iii P-5 Approximate Test Pit Location -$-HA-1 Approximate Hand Auger Test Location ~ Td Artificial Fill over Delmar Formation Geologic Cross Section Note: Subsoils Not Mapped STARK HOUSE LA COSTA AVENUE CARLSBAD, CALIFORNlA JUNE202I JOB NO -2200253.0J 111 CHRISl IAN WHE£LER E'lCINEERINC SD PU.TE NO.: A ~1 T T I t If-II II 120 f-+ .. I r .!..-.......__,i._ D ----WALK,_. -LAUN°'l CLOSU .... oen-•• MASTER BE.OROOM f-uo l-,. '--~--rn ! -.. -f I - 90 I-/ ..L P-3 Projected West 15' .. Anticipated Removals __/ ~, .. T + 71) 0 JO 20 JO 40 50 60 71) CWELEGEND Qaf Artificial Fill Td Delmar Formation GEOLOGIC CROSS SECTION A-A' D " II I Td ~ T A' -, ]JO J t I ; I 120 ..u:ollY .,.t ;f ;. .. t I 110 TERRA.Cl: I GRU JOO I ~~ P-2 ----~U§ ~ P-1 j I 90 n __ : ___ .J Projected Eas,8' ,. ~~-1~ 90 100 DATEc BY: JIO 120 STARK HOUSE IA COSTA AVENUE CARLSBAD, CALIFORNIA JUNE2021 JOB NO, SD Pu\TENO.: -l 71) ~ 140 145 0 10' 20' ~ ~ i SCALE: 1" = 10' 2200253.01 If CHRlSTlAN WHEELER ENGINEElllNG Existing Ground Surface- _ -__:-Compacted Fill _-_ -_ -_-_ -_- Existing Ground Surface -~ 2:1 (H:V) Proposed Grade ---2%Min.--'I ~I~ 1 Foot Minimum Into _J I Keyway ■ I ---------r ----,--- Bench- (2 Feet Typical) L Bench Height ( 4 Feet Typical) Competent Material 5 Foot Minimum for Slopes <10' High 12 Foot Minimum for Slope > 1 O' High NO SCALE FILL SLOPE KEYWAY DETAIL DATE: STAR.KHOUSE LA COSTA A VENUE CARLSBAD, CALIFORNIA JUNE 2021 JOB NO.: 2200253.01 BY: SD PLATE NO.: 3 -~ " CHRISTIAN WHEELER ENGINEERING Appendix A Subsurface Explorations g ::i:: !i: p;;j 0 2 4 5 6 7 8 9 10 11 12 13 14 15 LOG OF TEST PIT P-1 Date Logged: Logged By: Existing Elevation: Finish Elevation: ,...,_ :1:, " .-l ~ s 0 i ~ u 5= > ~ "' 5 u "' p;;j " ;:i CL CH SM 6/29/20 DJF ±83' ±83' Equipment: Hand tools Auger Type: N/A Drive Type: N/A Depth to Water: NIA SUMMARY OF SUBSURFACE CONDITIONS (based on Unified Soil Classification System) Artificial Fill (QaQ: Olive brown to grayish-brown, damp, soft r medium stiff, SANDY CLA V, t f [ I I + Subsoil: Grayish-brown, moist, medium stiff, FAT CiY. + + t Del Mar Formation (I'd): Light yellowish-brown, moist, dense,,very fine] to medinm--grained, SILTY SAND with orangish ~on staining, uppe~ 12" moderate! weathered with trace clay and white precipitar deposii . Very dense. Test pit terminated at 5.5 feet. No grounawater or )eepage encountered. I + + t + .. + + + + + + +- +-+ Notes: + Srmbol Legend STARK HOUSE :SC: Groundwater Level During Drilling LA COSTA A VENUE :y Groundwater Level A ftcr Drilling CARLSBAD, CALIFORNIA ~1 Apparent Seepage DATE: J UNE 2021 JOB NO.: .. No Sample Recovery .... Non-Representative 8Iow Count BY: SRD APPENDIX: ( rocks present) Sample Type and Laboratory Test Legend Cal Modified California Sampler CK Chunk ~f ~:c'i~;r~:~ncrnrion Test DR Drive Ring MD Mu Density DS Direct Shear S04 Soluble Sulfates Con Consolidation SA Sieve AnaJysis El Expansion lndcx HA 1-lydromctcr R.Val Resistance Val~ SE Sand Equivalent Chi Soluble Chlorides Pl Plasticity Index Res pl I & Resistivity CP Coll.apse Potential SD Sample Density Z,::-~ ,...,_ z ~ 0 0 ~ 0 ~ .g ~;:; >~~ ~6 0 ~ g_ 5 ;:iZ ~ i-, i:l ~"' CJ j~ i-, "' ~ o~b 0~ ~] ~ ::!lz ~ 0 j~ ~e ;:i Oo ~o~ t:Q ~u u ~ + t + -+ + • 2200253.01 CHR.ISTIAN WHEELER ENGi EER.ING A-1 g ~ ~ A 0 2 4 5 6 7 8 9 10 I 1 12 13 14 15 LOG OF TEST PIT P-2 Date Logged: Logged By: Existing Elevation: Finish Elevation: g (.!) ..:i ~ 0 0 ..:i i .... u I'< :2 ~ ~ ti) ~ u ti) ~ (.!) ;:i CL CH CH 6/29/20 DJF ±96' ±96' Equipment Hand tools Auger Type: N/A Drive Type: N/A Depth to Water: N /A SUMMARY OF SUBSURFACE CONDITIONS (based on Unified Soil Classification System) Artificial Fill (Qaf): Olive brown to light brown, damp, soft to meclium stiff, SANDY CLAY with sandstone/ claystone fragments of Del Mar f ornlatron. l Subsoil: Dark brown, moist, stiffj FAT Cl.A Y. t + Del Mar Formation (fd): Olive brown, moist, stiff, FAT Cl.A 'if, highly weathered. Test pit terminated at 6 feet. No groundwater or seepage encountered. + l T Notes: * ** Symbol Legend Groundwater Level During Drilling Groundwater Level After Drilling Apparent Seepage No Sample Recovery Non-Representative Blow Count ( rocks pres em) DATE: BY: STARK HOUSE LA COSTA A VENUE CARLSBAD, CALIFORNIA JUNE 2021 JOB NO.: SRO APPENDIX: Samele TY£e and Laborato!)'. Test Legend Cal Modified California Sampler CK Chunk SPT St2ndard Pcncttat:ion Test DR Drive Rfog ST Shelby Tube MD Max Density OS Direct Shear S04 Soluble Sulfate> Con Consolidation SA Sieve Analysis E.J Expansion Index HA Hydrometer R-Val Resistance Value Sil Sand Equivalent Chi Soluble Chlorides Pl Plasticity Jndex Res pl I & Resistivity CP Collapse Potcntia.l SD Sample Ocns.iry ;z;,..._ ~ ,-.. z ~ 0 o ~ gj~ 0 i:: ,.g ~ ~6 0 ~ [ ~ ~~ ~;;;'fi' ~ I'< ; :j A~b f,<:l ~ 0~ ffi~ J:1-< ~z :i; ,-.. ~ ;:i Oo A gj 0 ~ j~ J:1-< ti) ~ ::Su u~ w 2200253.01 CHR.ISTIA WHEELER. ENC IN CCR.ING A-2 g ::r: I-< ~ ~ 0 0 2 4 5 6 7 8 9 11 12 1-3 14 15 LOG OF TEST PIT P-3 Date Logged: Logged By: Existing Elevation: Finish Elevation: € " ..,l z g 0 0 ~ ~ u :i: >-~ "' ~ "' :S u "' ~ " 0 CL SM CH CH SC 6/29/20 DJF ±99' ±99' Equipment: Hand tools Auger Type: N/A Drive Type: N/A Depth to Water: N /A SUMMARY OF SUBSURFACE CONDITIONS (based on Unified Soil Classification System) Artificial Fill (Qaf): Brown, damp, sqft to medium stif~ SANDY CLAY with concrete debri!rup co -Z' ip diameter. Expansion Index = 98 (High) ! Light yellowish-brown, moist, medium dense, very fine-fo medium-grained, SlLTv-SAND wtth fragments ofDel Mar Sandstone. Subsoil: Dark brown, moist, stiff, FA'if CL.A Y. Expansion Index = 139 (Very High) +-------- Del Mar Formation (fd): <Dlive brown, i;noist, stiff to very stiff, FAT CLAY with reddish iron staining, higply weathere~ to 7.5'. E:cpansion Index = 141 (Yer-/ High) t Olive brown, moist, dense, very fine-to medium-grained, CL.A YEY SAf10, Test pit terminated at 9.5 feet. No groundwater or seepage encountered. + + + + + Notes: + .. .... Symbol Legend Groundwater Level During Drilling Groundwater Level After Drilling Apparent Seepage No Sample Recovery Non-Representative Blow Count ( rocks present) + + STARK HOUSE LA COSTA A VENUE CARLSBAD, CALIFORNIA DATE: JUNE 2021 JOB NO.: BY: SRD APPENDIX: Samele T;ree and Laborato!Y Test Legend Cal Modified Califomi:i Sampler CK Chunk SPT Standard Penetration Tcsr DR Drive Ring ST Shelby Tube MD Mu Density OS Direct Shear S04 Soluble SuJfaie, Con Consolidation SA Sieve AMlysis EJ Exp:msion Index IIA 1 lydromctcr R-Va.1 Rcsisr.mcc Value SE SU1d Equivalent Chi Soluble Chlorides Pl Plasticity Index Res pl I & Resistivity CP Collapse Potential SD Sample Density ~ z ~ ~ ~~ 0 >-; c-~§ 0 ~ ~~ =:"' " ~ ~z 0 ~ ,e, j~ 0~ 0 Oo 0 ~8 [ j~ ~ ~u HA i El MD Pl CK SO4 DS CK EI CK El + " 2200253.01 CHR.ISTIA WHEELER. rNG IN[[lllNG A-3 g ;i:: t: ~ 0 0 2 4 s 6 7 8 9 10 11 12 13 14 15 LOG OF TEST PIT P-4 Date Logged: Logged By: Existing Elevation: Finish Elevation: g t.!) ...l z 0 0 0 ...l ~ .... u ~ .... ;i:: ; ~ rJl u rJl ~ t.!) 0 SM SM 6/29/20 DJF ±100' ±100' Equipment: Hand tools Auger Type: N/A Drive Type: N/A Depth to Water: N/A SUMMARY OF SUBSURFACE CONDITIONS (based on Unified Soil Classification System) Artificial Fill (Qaf): Light brown, d"lflp, medium dense, vefy fi'\e-to medium-grained, Sl t'IY SAND with trllce clay. Del Mar Formation (Td): Light yellowish-brown, moist, very dense, very fine- to medium-grained, SILTY SAND wit\i orangish iron staining. Test pit terminated at 3.5 feei;- No groundwater or feepage encountered. + + + + r + t + Notes: Srmbol Legend STARK HOUSE 2 Groundwater Level During Drilling LACOSTA AVENUE y Groundwater Level After Drilling CARLSBAD, CALIFORNIA !! Apparent Seepage DATE: JUNE 2021 JOB NO.: * No Sample Recovery ** Non-Representative Blow Count BY: SRO APPENDIX: (rocks present) Samele Tyee and Laborato!Y Test Legend Cal Modified Califomia Sampler CK Chunk SP'T Swidard Penetration Test DR Drive Ring ST Shelby Tube MD Mu Density DS Direct Shcsr S04 Soluble Sulfates Con Conwlid:ation Sil Sieve Analysis 1:.1 Expansion Index HA llydromctcr R-Val Rcsisuncc Value SE Sand Equiw.lem Chi Soluble Chlorides Pl Plasticity Index Res pl-I & Resistivity CP Collapse Potential SD Sample Density ~'g' ~ ,-.. z ~ ~ ~ ga ;:-0 i:: .£ ~ ~6 0 ~ [ ~ ;:iZ >-a-~ ~i:l ex: rJl u '""'~ '""' ,,, ~ 0 ffi -Si 0~ ~] g,. i ~~ ~ .... z 0 ~~ 0 Oo g;e i:Q ~u u ~ +- + + + + a 2200253.01 CHR.ISTIAN WHEELER. ENGINEERING A-4 s X t:: lil Q 2 4 5 6 7 8 10 11 12 LOG OF TEST PIT P-5 Date Logged: Logged By: Existing Elevation: Finish Elevation: ,.._ s l!) ...:i z s 0 0 ~ ... u ~ x > ~ "' ~ u "' lil l!) 0 SM SM 6/29/20 Equipment: Hand tools DJF Auger Type: N/A ±100' Drive Type: N/A ±100' Depth to Water: N/A SUMMARY OF SUBSURFACE CONDITIONS (based on Unified Soil Classification System) Anificial Fill (Qaf): Light bFown, dJ,p, 1;nedilm1 dense!, veny fine-to medium-grained, SIJ1,1Y SA.N D with a:ace concrete and AC debil + I Del Mar Formation (fd): yght yellowish-brown, moist, very dense, very fine- co medium-grained, SILTY SAND with orangish iron staining. Test pit terminated at 3.!j_ feet No groundwater or seepage encountered. + + + .. + + t- 13 t- 14 + 15 Notes: + Sri:nhol Legend STARK HOUSE ~ Groundwater Level During Drilling LACOSTA AVENUE :y Groundwater Level After Drilling CARLSBAD, CALIFORNIA '' Apparent Seepage DATE: JUNE 2021 JOB NO.: * No Sample Recovery ** Non-Representative Blow Count BY: SRO APPENDL'C: ( rocks present) Samele Tn!e and Laborato!)'. Test Legend GJ Modified California Sampler CK Chunk SP'T St2ndard Penetration Test DR Drive Ring ST Shelby Tube MD Max Density DS Direct Shear S04 Soluble Sulfates Con Consolidation SA Sieve Analysis El Expansion Index IIA Hydrometer R-Val Resistance Value SE Sand Equiwlcnt Chi Soluble Chlorides Pl Plasticity Index Res pH & Resistivity CP Collapse PotcntiaJ SD Sample Dcnsjry Z-::-~ ,.._ ~ i:; 0 0 ~ i=: .g ~~ ~ ~6 0 ~ [ ~ I-<~ i:; vi 'E' j~ ~ i ; i:i.. ~ ~z Q~-5 0~ lil t ~ 0 Oo Q ~o ~ ~s i:i.. =:i ~u u ~ CK CK t w 2200253.01 CHRISTIAN WHEELER. ENG INEER.ING A-5 g :z:: t: ~ 0 0 2 4 5 6 7 8 9 11 12 13 14 15 LOG OF HAND AUGER HA-1 Date Logged: Logged By: Existing Elevation: Finish Elevation: g ~ >-l z s 0 0 ~ .... u i-, x ~ <I) ~ <I) 5 u <I) ~ ~ ;:i SC CH CH SC 6/29/20 Equipment Hand tools DJF Auger Type: N/A ±94' Drive Type: N/A ±94' Depth to Water: N/A SUMMARY OF SUBSURFACE CONDITIONS (based on Unified Soil Classification System) Anificial Fill (Qat): Llght brown, damp, medium stiff, SANDY Cl.A Y. Subsoil: Dark qrown, moist, stiff, FAT CLAY. Del Mar Formation (fd): Olive brown, yery moist, stiff to very stiff, FAT CLAY, highly weathered to 6.5', reddish iron staining. Gradational contact. Olive brown, m6ist, very dense, very fine-to medium-grained, CLAYEY SAND. t Terminated at 8 feet\ No groundwater or ~eepage encounte.red. t + Notes: Symbol Legend STARK HOUSE 2 Groundwater Level During Drilling LA COSTA AVENUE !' Groundwater Level After Drilling CARLSBAD, CALIFORNIA ~, A pparenc Seepage DATE: JUNE 2021 JOB NO.: • No Sample Recovery •• Non-Representative Blow Count BY: SRD APPENDIX: (rocks present) Samele Tree and Laborato~ Test Legend Cal Modified c.Iifomu Samplcr CK Chunk SPT Standard Penecr.uion Test DR Drive Ring ST Shelby Tub< MD Mu Density DS Di.rect Sheu 504 Soluble Sulfates Con Consolidation SA Sieve Analysis BI Expansion Index HA H)'dromctcr R.V2l Resistance Value SE S2nd Equiva1cnt Chi Soluble Chlorides Pl Plasticity Jndex Res pH & Rcsisti11ity CP Coll.apse Potcnl:W SD Sample DcnSJty Z,::-~ ,...._ z ~ 0 0 ~ ~ 0 ~ .s ~i-, ~ ~6 0 ~ [ 5 ;:iZ >< .... a-~ !;;~ ~ <I) u 5~,..... i-, "' ~ o~.e. 0~ ~] J:l.< ~ .... z 0 j~ ;:i Oo ~o ~ ~.l:l ~u J:l.< ._, i:Q u~ I- Cal ~ Cal Cal • 2200253.01 CHR.ISTIAN WHEELER. E G INE[R.ING A-6 Appendix B Laboratory Test Results Laboratory tests were performed in accordance with the generally accepted American Society for Testing and Materials (ASTM) test methods or suggested procedures. Brief descriptions of the tests performed are presented below: a) CLASSIFICATION: Field classifications were verified in the laboratory by visual examination. The final soil classifications are in accordance with the Unified Soil Classification System and are presented on the exploration logs in Appendix A. b) MOISTURE-DENSITY: MOISTURE-DENSITY: In-place moisture contents and dry densities were determined for a selected soil sample in accordance with ATM D 1188. The results are summarized in the test pit log presented in Appendix A. c) MAXIMUM DENSITY & OPTIMUM MOISTURE CONTENT: The maximum dry density and optimum moisture content of typical soils were determined in the laboratory in accordance with ASTM Standard Test D1557, Method A. d) DIRECT SHEAR: A direct shear test was performed on selected samples of the on-site soils in accordance with ASTM D3080. e) EXPANSION INDEX TEST: Expansion index tests were performed on selected remolded soil samples in accordance with ASTM D 4829. f) GRAIN SIZE DISTRIBUTION: The grain size distribution of a selected sample was determined in accordance with ASTM Cl 36 and/ or ASTM D422. g) ATTERBERG LIMITS: The Liquid Limit, Plastic Limit and Plastic Index of a selected soil sample were determined in accordance with ASTM D424. h) SOLUBLE SULFATE CONTENT: The soluble sulfate content of a selected soil sample was determined in accordance with California Test Methods 417. w I IR.ISTIAN WHEELl::.R. I NGINEER IN C. STARK HOUSE LA COSTA A VENUE, CARLSBAD, CALIFORNIA LAB SUMMARY BY: OBA I DATE: JUNE 2021 I REPORT NO.:2200253.0l l FIGURE NO.: B-1 LABORATORY TEST RESULTS STARK.HOUSE AP 216-160-10-00 LA COST A A VENUE CARLSB.AD, CALIFORNIA MAXIMUM DRY DENSITY AND OPTIMUM MOISTURE CONTENT (ASTM D1557) Test Pit P-3 @ 0-2½ Sample Location Sample Description Maximum Density Optimum Moisture Brown Very Clayey Sand with Silt (SC) 120.0 pcf 11.5 % DIRECT SHEAR (ASTM D3080) Sample Location Sample Type Friction Angle Cohesion Test Pit P-3 @ 0-2½' Rcmolded to 90% 15° 500 psf EXPANSION INDEX TESTS (ASTM D4829) Sample Location Initial Moisture: Initial Dry Density Final Moisture: Expansion Index: Test Pit P-3 @ 0-2½' 12.0% 100.9 pcf 26.9% 98(High) Test Pit P-3 @ 4½'-6' 12.7 % 98.5 pcf 31.6 % 139 (Very High) GRAIN SIZE DISTRIBUTION (ASTM D422) Sample Location Sieve Size #4 #8 #16 #30 #50 #100 #200 0.05 mm 0.005 mm 0.001 mm Test Pit P-3 @ 0-2½' Percent Passing 100 99 98 94 87 72 58 52 25 15 ATTERBERG LIMITS (ASTM D424) Sample Location Liquid Limit Plastic Limit Plasticity Index CWE 2200253.01 Test Pit P-3 @ 0-2½' 43 19 24 (CL) June 24, 2021 Test Pit P-3 @ 6'-7½' 14.4 % 95.8 pcf 33.8% 141(Very High) Appendix B-2 LABORATORY TEST RESULTS (CONT.) SOLUBLE SULFATES (CALIFORNIA TEST 417) Sample Location Soluble Sulfate CWE 2200253.01 Test Pit P-3 @ 0-2½ 0.016 % (SO4) June 24, 2021 Plate No. B-3 Appendix C References , CWE 2200253.01 June 24, 2021 Appendix E-1 REFERENCES American Society of Civil E ngineers, ASCE 7 Hazard Tool, https:/ / asce 7hazardcool.online Benton Engineering, Inc., Final Report on Compacted Filled Ground, LA Costa South Unit o.1, Rancho La Costa, CA, dated June 23, 1969. California Emergency Management Agency -California Geological Society -University of Southern California, 2009, Tsunami Inundation Map for Emergency Planning, Encinitas Quadrangle, scale 1 :24,000, dated June 1, 2009. Compaction Labs, Inc. Report of Certification of Compacted Fill Ground, Proposed Single Family Dwelling 2440 La Costa Avenue, La Costa, CA, dated August 26, 1986. Federal Emergency Management Agency, 2019, San Diego County, California and Incorporated Areas Flood Insurance Rate Map, Map Panel Number 06073C1034H Historic Aerials, NETR Online, historicaerials.com Jennings, C.W. and Bryant, W. A., 2010, Fault Activity Map, California Geological Survey, Geologic Data Map No. 6, http://www.quake.ca.gov/ gmaps/F AM/ faultactivitymap.html Kennedy, Michael P. and Tan, Siang S., 2007, Geologic Map of the Oceanside 30'x60' Quadrangle, California, California Geologic Survey, Map No. 2 Tan, S.S., 1995 and Giffen, D.G., Landslide Hazards in the Northern Part of the San Diego Metropolitan Area, San Diego County, California, California Division of Mines and Geology Open-File Report 95-04 Studio Uno Architecture, Architectural Plans, Stark Residence, La Costa Avenue, Carlsbad, California, dated June 11 , 2021. U.S. Geological Survey, Quaternary Faults in Google Earth, http://earthquake.usgs.gov/hazards/ qfaults/ google.php Appendix D Recommended Grading Specifications -General Provisions CWE 2200253.01 June 24, 2021 Appendix D, Page D-1 RECOMMENDED GRADING SPECIFICATIONS -GENERAL PROVISIONS GENERAL INTENT STARK HOUSE APN 216-160-10-00 LA COSTA A VENUE CARLSBAD, CALIFORNIA The intent of these specifications is to establish procedures for clearing, compacting natural ground, preparing areas to be filled, and placing and compacting fill soils to the lines and grades shown on the accepted plans. The recommendations contained in the preliminary geotechnical investigation report and/ or the attached Special Provisions are a part of the Recommended Grading Specifications and shall supersede the provisions contained hereinafter in the case of conflict. These specifications shall only be used in conjunction with the geotechnical report for which they are a part. No deviation from these specifications will be allowed, except where specified in the geotechnical report or in other written communication signed by the Geotechnical Engineer. OBSERVATION AND TESTING Christian Wheeler E ngineering shall be retained as the Geotechnical Engineer to observe and test the earthwork in accordance with these specifications. It will be necessary that the Geotechnical Engineer or his representative provide adequate observation so that he may provide his opinion as to whether or not the work was accomplished as specified. It shall be the responsibility of the contractor to assist the Geotechnical Engineer and to keep him appraised of work schedules, changes and new information and data so that he may provide these opinions. In the event that any unusual conditions not covered by the special provisions or preliminary geotechnical report are encountered during the grading operations, the Geotechnical E ngineer shall be contacted for further recommendations. If, in the opinion of the Geotechnical Engineer, substandard conditions are encountered, such as questionable or unsuitable soil, unacceptable moisture content, inadequate compaction, adverse weather, etc., construction should be stopped until the conditions are remedied or corrected or he shall recommend rejection of this work. > CWE 2200253.01 June 24, 2021 J\ppendix D, Page D-2 Tests used to determine the degree of compaction should be performed.in accordance with the following American Society for Testing and Materials test methods: Maximum Density & Optimum Moisture Content -ASTM D1557 Density of Soil In-Place -ASTM D1556 or ASTM D6938 All densities shall be expressed in terms of Relative Compaction as determined by the foregoing ASTM tes ting procedures. PREPARATION OF AREAS TO RECEIVE FILL All vegetation, brush and debris derived from clearing operations shall be removed, and legally disposed o f. All areas disturbed by site grading should be left in a neat and finished appearance, free from unsightly debris. After clearing or benching the natural ground, the areas to be filled shall be scarified to a depth of 6 inches, brought to the proper moisture content, compacted and tested for the specified minimum degree of compaction. All loose soils in excess of 6 inches thick should be removed to firm natural ground which is defined as natural soil which possesses an in-situ density of at least 90 percent of its maximum dry density. When the slope of the natural ground receiving fill exceeds 20 percent (5 horizontal units to 1 vertical unit), the original ground shall be stepped or benched. Benches shall be cut to a firm competent formational soil. The lower bench shall be at least 10 feet wide or 1-1 /2 times the equipment width, whichever is greater, and shall be sloped back into the hillside at a gradient of not less than two (2) percent. All other benches should be at least 6 feet wide. The horizontal portion of each bench shall be compacted prior to receiving fill as specified herein for compacted natural ground. Ground slopes flatter than 20 percent shall be benched when considered necessary by the Geotechnical Engineer. Any abandoned buried structures encountered during grading operations must be totally removed. All underground utilities to be abandoned beneath any proposed structure should be removed from within 10 feet of the structure and properly capped off The resulting depressions from the above-described procedure should be backfilled with acceptable soil that is compacted to the requirements of the Geotechnical Engineer. This includes, bur is not limited to, septic tanks, fuel tanks, sewer lines or leach lines, storm drains and water lines. Any buried structures or utilities not to be abandoned should be brought to the attention of the Geotechnical Engineer so that he may determine if any special recommendation will be necessary. CWE 2200253.01 June 24, 2021 Appendix D, Page 0 -3 All water wells which will be abandoned should be backfilled and capped in accordance to the requirements set forth by the Geotechnical Engineer. The top of the cap should be at least 4 feet below finish grade or 3 feet below the bottom of footing whichever is greater. The type of cap will depend on the diameter of the well and should be determined by the Geotechnical Engineer and/ or a qualified Structural Engineer. FILL MATERIAL Materials to be placed in the fill shall be approved by the Geotechnical Engineer and shall be free of vegetable matter and other deleterious substances. Granular soil shall contain sufficient fine material to fill the voids. The definition and disposition of oversized rocks and expansive or detrimental soils are covered in the geotechnical report or Special Provisions. Expansive soils, soils of poor gradation, or soils ,vith low strength characteristics may be thoroughly mixed with other soils to provide satisfactory fill material, but only ,vith the explicit consent of the Geotechnical E ngineer. Any import material shall be approved by the Geotechnical Engineer before being brought to the sire. PLACING AND COMPACTION OF FILL Approved fill material shall be placed in areas prepared to receive fill in layers not to exceed 6 inches in compacted thickness. Each layer shall have a uniform moisture content in the range that will allow the compaction effort to be efficiently applied to achieve the specified degree of compaction. Each layer shall be uniformly compacted to the specified minimum degree of compaction with equipment of adequate size to economically compact the layer. Compaction equipment should either be specifically designed for soil compaction or of proven reliability. The minimum degree of compaction to be achieved is specified in either the Special Provisions or the recommendations contained in the preliminary geotechnical investigation report. When the structural fill material includes rocks, no rocks will be allowed to nest and all voids must be carefully filled with soil such that the minimum degree of compaction recommended in the Special Provisions is achieved. The maximum size and spacing of rock permitted in structural fills and in non-structural fills is discussed in the geotechnical report, when applicable. Field observation and compaction tests to estimate the degree of compaction of the fill will be taken by the Geotechnical Engineer or his representative. The location and frequency of the tests shall be at the Geotechnical Engineer's discretion. \Vhen the compaction test indicates that a particular layer is at less than the required degree of compaction, the layer shall be reworked to the satisfaction of the Geotechnical Engineer and until the desired relative compaction has been obtained. CWE 2200253.01 June 24, 2021 Appendix D, Page 0 -4 Fill slopes shall be compacted by means of sheepsfoot rollers or other suitable equipment. Compaction by sheepsfoot roller shall be at vertical intervals of not greater than four feet. In addition, fill slopes at a ratio of two horizontal to one vertical or flatter, should be track.rolled. Steeper fill slopes shall be over-built and cut- back to finish contours after the slope has been constructed. Slope compaction operations shall result in all fill material six or more inches inward from the finished face of the slope having a relative compaction of at least 90 percent of maximum dry density or the degree of compaction specified in the Special Provisions section o f this specification. The compaction operation on the slopes shall be continued until the Geotechnical Engineer is of the opinion that the slopes will be surficially stable. Density tests in the slopes will be made by the Geotechnical Engineer during construction of the slopes to determine if the required compaction is being achieved. Where failing tests occur or other field problems arise, the Contractor will be notified that day of such conditions by written communication from the Geotechnical Engineer or his representative in the form of a daily field report. If the method of achieving the required slope compaction selected by the Contractor fails to produce the necessary results, the Contractor shall rework or rebuild such slopes until the required degree of compaction is obtained, at no cost to the Owner or Geotechnical Engineer. CUT SLOPES The Engineering Geologist shall inspect cut slopes excavated in rock or lithified formational material during the grading operations at intervals determined at his discretion. If any conditions not anticipated in the preliminary report such as perched water, seepage, lenticular or confined strata of a potentially adverse nature, unfavorably inclined bedding, joints, or fault planes are encountered during grading, these conditions shall be analyzed by the Engineering Geologist and Geotechnical Engineer to determine if mitigating meas ures are necessary. Unless otherwise specified in the geotechnical report, no cut slopes shall be excavated higher or steeper than that allowed by the ordinances of the controlling governmental agency. ENGINEERING OBSERVATION Field observation by the Geotechnical Engineer or his representative shall be made during the filling and compaction operations so that he can express his opinion regarding the conformance of the grading with acceptable standards of practice. Neither the presence of the Geotechnical Engineer or his representative or • CWE 2200253.01 June 24, 2021 Appendix D, Page D-5 the observation and testing shall release the Grading Contractor from his duty to compact all fill material to the specified degree of compaction. SEASON LIMITS Fill shall not be placed during unfavorable weather conditions. When work is interrupted by heavy rain, filling operations shall not be resumed until the proper moisture content and density of the fill materials can be achieved. Damaged site conditions resulting from weather or acts of God shall be repaired before acceptance of work. RECOMMENDED GRADING SPECIFICATIONS -SPECIAL PROVISIONS RELATIVE COMPACTION: The minimum degree of compaction to be obtained in compacted natural ground, compacted fill, and compacted backfill shall be at least 90 percent. For street and parking lot subgrade, the upper six inches should be compacted to at least 95 percent relative compaction. EXPANSIVE SOILS: Detrimentally expansive soil is defined as clayey soil which has an expansion index of 50 or greater when tested in accordance with the Uniform Building Code Standard 29-2. OVERSIZED MATERIAL: Oversized fill material is generally defined herein as rocks or lumps of soil over 6 inches in diameter. Oversized materials should not be placed in fill unless recommendations of placement of such material are provided by the Geotechnical E ngineer. At least 40 percent of the fill soils shall pass through a No. 4 U.S. Standard Sieve. TRANSITION LOTS: Where transitions between cut and fill occur within the proposed building pad, the cut portion should be undercut a minimum of one foot below the base of the proposed footings and recompacted as structural backfill. In certain cases that would be addressed in the geotechnical report, special footing reinforcement or a combination of special footing reinforcement and undercutting may be required. " (_ City of Carlsbad CLIMATE ACTION PLAN CONSISTENCY CHECKLIST s-so RE.ce.\\f E.D Development Services Building Division 1635 Faraday Avenue 442-339-2719 www.carlsbadca.gov Ut. p,J~, LS 6 ;,_ 0 PURPOSE err-< ofN~ 0,\J,s,oN ,t'c,0 This checklist is intended to help building permit applicants identiff¼,HbR~limate ~~ ~~Ali) ordinance requirements apply to their project. This completed checklist (B-50) and summary (B-55) mff"\ ~ mclucw~~'!h the building permit application. The Carlsbad Municipal Code (CMC) can be referenced during completi~~~~ doc~by clicking on the provided links to each municipal code section. cf>-~\; c.\0~ -" 0~ ~ o\\J\__, NOTE: The following type of permits are not required to fill out this form C_.:~ \\\,,.Q\~v - ❖ Patio I ❖ Decks I ❖ PME (w/o panel upgrader I ❖ Pool Consultation with a certified Energy Consultant is encouraged to assist in filling out this document. Appropriate certification includes, but is not limited to: Licensed, practicing Architect, Engineer, or Contractor familiar with Energy compliance, IECC/HERS Compliance Specialist, ICC G8 Energy Code Specialist, RESNET HERS rater certified, certified ICC Residential Energy Inspector/Plans Examiner, ICC Commercial Energy Inspector and/or Plans Examiner, ICC CALgreen Inspector/Plans Examiner, or Green Building Residential Plan Examiner. If an item in the checklist is deemed to be not applicable to a project, or is less than the minimum required by►nce, check NIA and provide an explanation or code section describing the exception. Details on CAP ordinance requirements are available at each section by clicking on the municipal code link jvided. The project plans must show all details as stated in the applicable Carlsbad Municipal Code (CMC) and/or Ene,~tlle and Green Code sections . ... __ ...,.,---...,.,.,,.,----;-----:,---::,------:,,c----------~-~~------,-----,-,,---,----="'-~=- Project Name/Building Permit No.: Application Information BP No.: Property AddresS/APN: 2436 LA COSTA AVE. CARLSBAD CA./ 216-160-10-00 Applicant Name/Co.: RAMIRO BARAJAS Applicant Address: 1069 LAGUNA SECA LOOP CHULA VISTA CA, 91915 Contact Phone: (619) 788-1016 Contact Email: RAMK3@YAHOO.COM Contact information of person completing this checklist (if different than above): Name: Company name/address: Applicant Signature: B-50 Contact Phone: (619) 788-1016 Contact Email: ~ Date: 12/07/2022 Page 1 of 7 Revised 04/21 Use the table below to determine which sections of the Ordinance checklist are applicable to your project. For alterations and additions to existing buildings, attach a Permit Valuation breakdown on a separate sheet. Building Permit Valuation (BPV) $ breakdown ~ 5'6, 1 S"'B , Li 7 ' Construction Type Complete Section(s) Notes: A high-rise residential building is 4 or more stories, including a ~ Residential / \ area is residential use Low-rise High-rise mixed-use building in which at least 20% of its conditioned floor D New construction ( 2A*, 3A*) 1B, 2B, *Includes detached, newly constructed ADU 4A*, 3B, 4A \. / - D Additions and alterations: D BPV < $60,000 N/A N/A All residential additions and alterations D BPV 2: $60,000 1A, 4A 4A 1-2 family dwellings and townhouses with attached garages D Electrical service panel upgrade only only. o~~~.~o ~A~ \s, i'A· *Multi-family dwellings only where interior finishes are removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed D Nonresidential D New construction 1 B, 2B, 3B, 4B and 5 D Alterations: D BPV 2: $200,000 or additions ;;:: 1,000 1 B, 5 square feet D BPV ;;:: $1,000,000 1B, 28, 5 Building alterations of 2: 75% existing gross floor area D 2: 2,000 sq. ft. new roof addition 2B, 5 1 B also applies if BPV 2: $200,000 CAP Ordinance Compliance Checklist Item Check the appropriate boxes, explain all not applicable and exception items, and provide supporting calculations and documentation as necessary. 1. Energy Efficiency Please refer to Carlsbad Municipal Code (CMC) 18.21.155 and 18.30.190,and the California Green Building Standards Code (CALGreen) for more information. Appropriate details and notes must be placed on the plans according to selections chosen in the design. A. D Residentialadditionoralteration~$60,000buildingpennitvaluation. ~ N/A __________ _ Details of selection chosen belowmustbe placed on the plans referencing CMC □ Exception: Home energy score 2: 7 18.30.190. (attach certification) Year Built Single-family Requirements Multi-family Requirements D Before 1978 Select one option: D Ductsealing □Attic insulation □Cool roof D Attic insulation D 1978 and later Select one option: D Lighting package D Water heating Package D Between1978and1991 Select one option: □ Ductsealing □ Attic insulation □Cool roof □ 1992 and later Select one option: □ Lighting package □ Water heating package Updated 4/16/202 1 3 ,. B. D Nonresidential* new construction or alterations~ $200,000 building pennit valuation, or additions~ 1,000square feet See CMC 18.21.1 SSand CAL Green Appendix AS □ NIA AS.203.1.1 Choose one:□ .1 Outdoor lighting D .2 Restaurant service water heating (CEC 140.5) □ .3 Warehousedockseal doors. □ .4 Daylight design PAFs D .5 Exhaust air heat recovery □ N/A AS.203.1.2.1 Choose one: D .95 Energy budget (Projects with indoor lighting OR mechanical) D .90 Energybudget (ProjectswithindoorlightingANDmechanical) □ N/A AS.211 .1 "* D On-site renewable energy: □ N/A AS.211.3"* □Green power (If offered by local utility provider, 50% minimum renewable sources) □ N/A AS.212.1 □ Elevators and escalators: (Project with more than one elevatorortwo escalators) □ NIA AS.213.1 D Steel framing: (Provide details on plans for options 1-4 chosen) □ N/A * Includes hotels/motels and high-rise residential buildings •• Foralterations~ $1,000,000 BPVand affecting> 7 5% existing gross floor area, OR alterations that add 2,000 square feet of new roof addition: comply with CMC 18.30.130 (section 2B below) instead. 2. Photovoltaic Systems A. [j] Residential new construction (for low-rise residential building permit applications submitted after 1/1/20). Refer to 2019 California Energy Code section 150.1(c)14 for requirements. If project includes installation of an electric heat pump water heater pursuant to CAP section 3B below(low-rise residential Water Heating), increase system size by .3kWdc if PVoffsetoption is selected. Floor Plan ID (use additional CFA #d.u. Calculated kWdc* sheets if necessary) Total System Size: kWdc = (CFAx.572) / 1,000 + (1.15 x #d.u.) *Formula calculation where CFA = conditional floor area. #du= number of dwellings per plan type If proposed system size is less than calculated size, please explain. kWdc Exception □ □ □ □ B. D Nonresidential new construction or alterations ~$1,000,000 BPV AND affecting ~75% existing floor area, OR addition that increases roof area by ~2,000 square feet Please refer to CMC 18.30.130 when completing this section. *Note: This section also applies to high-rise residential and hotel/motel buildings. Choose one of the following methods: □ Gross Floor Area (GFA)Method GFA: D If< 1 O,OOOs.f. Enter: 5 kWdc Min. System Size: D If~ 1 O,OOOs.f. calculate: 15 kWdc x (GFA/10,000) ** kWdc **Round building size factor to nearest tenth, and round system size to nearest whole number. Updated 4/16/2021 4 □ Time-Dependent Valuation Method An nual TDVEnergy use:*-______ x .80= Min. system size: ______ kWdc ***Attach calculation documentation using modeling software approved by the California Energy Commission. 3. Water Heating A. Ii] Residential and hotel/motel new construction. Refer to CMC 18.30.170 when completing this section. Provide complete details on the plans. □ For systems serving individual dwelling units choose one system: □ Heat pump water heater AND Compact hot water distribution AND Drain water heat recovery (low-rise residential only) □ Heat pump water heater AND PV system .3 kWdc larger than required in CMC 18.30.130 (high rise residential hotel/motel) or CA Energy Code section 150.1 (c) 14 (low-rise residential) □ Heat pump water heater meeting NEEA Advanced Water Heating Specification Tier 3 or higher □ Solar water heating system that is either .60 solar savings fraction or 40 s.f. solar collectors □ Exception: D For systems serving multiple dwelling units, install a central water-heating system with ALL of the following: □ Gas or propane water heating system D Recirculation system per CMC 18.30.150(8) (high-rise residential, hotel/motel) or CMC 18.30.170(8) (low- rise residential) □ Solar water heating system that is either: □ .20 solar savings fraction □ .15 solar savings fraction, plus drain water heat recovery □ Exception: B. D Nonresidential new construction. Refer to CMC 18.30.150 when completing this section. Provide complete details on the plans. □ Water heating system derives at least 40% of its energy from one of the following (attach documentation): D Solar-thermal D Photovoltaics D Water heating system is (choose one): □ Heat pump water heater D Electric resistance water heater(s) D Recovered energy □Solar water heating system with .40 solar savings fraction D Exception: It may be necessary to supplement the completed checklist with supporting materials, calculations or certifications, to demonstrate fu ll compliance with CAP ordinance requirements. For example, projects that propose or require a performance approach to comply with energy-related measures will need to attach to this checklist separate calculations and documentation as specified by the ordinances. Updated 4/16/2 I 5 4. Electric Vehicle Charging A Ii] Residential New construction and major alterations* Please refer to CMC 18.21.140 when completing this section. D One and two-family residential dwelling or townhouse with attached garage: D One EVSE Ready parking space required D Exception : D Multi-family residential· D Exception· Total Parking Spaces EVSE Spaces Proposed EVSE (10% of total) Installed (50% of EVSE) Other "Ready" Other "Capable" Calculations: Total EVSE spaces= .10 x Total parking spaces proposed (rounded up to nearest whole number) EVSE Installed= Total EVSE Spaces x .50 (rounded up to nearest whole number) EVSE other may be "Ready" or "Capable" *Major alterations are : (1) for one and two-family dwellings and townhouses with attached garages, alterations have a building permit valuation.:$60,000 or include an electrical service panel upgrade; (2) for multifamily dwellings (three units or more without attached garages}, alterations have a building permit valuation;;: $200,000, interiorfinishesare removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed. *ADU exceptions for EV Ready space (no EV ready space required when): (1) The accessory dwelling unit is located within one-half mile of public transit. (2) The accessory dwelling unit is located within an architecturally and historically significant historic district. (3) The accessory dwelling unit is part of the proposed or existing primary residence or an accessory structure. (4) When on-street parking permits are required but not offered to the occupant of the accessory dwelling unit. (5) When there is a car share vehicle located within one block of the accessory dwelling unit. B. D Nonresidential new construction (includes hotels/motels) D Exception: _____________ _ Please refer to CMC 18.21.150 when completing this section Total Parking Spaces Proposed EVSE (10% of total) I Installed (50% of EVSE) I Other "Ready" I Other "Capable" I I I Calculation-Refer to the table below· Total Number of Parking Spaces provided Number of required EV Spaces Number of required EVSE Installed Spaces D 0-9 1 1 D 10-25 2 1 D 26-50 4 2 D 51-75 6 3 D 76-100 9 5 D 101-150 12 6 D 151-200 17 9 D 201 andover 10 percent of total 50 percent of Required EV Spaces Calculations: Total EVSE spaces= .1 0 x Total parking spaces proposed (rounded up to nearestwhole number) EVSE Installed = Total EVSE Spaces x .50 (rounded up to nearest whole number) EVSE other may be "Ready'' or "Capable" Updated 4/16/202 1 6 5. □Transportation Demand Management (TOM): Nonresidential ONLY An approved Transportation Demand Management (TOM) Plan is required for all nonresidential projects that meet a threshold of employee-generated ADT. City staff will use the table below based on your submitted plans to determinewhetherornoryourpermit requires a TOM plan. lfTOM is applicable to your permit, staff will contact the applicant to develop a site-specific TOM plan based on the permit details. Acknowledgment: Employee ADT Estimation for Various Commercial Uses Use EmpADTfor first 1,000 s.f. EmpADTI 1000 s.f.1 Office (all)2 20 Restaurant 11 Retaib 8 Industrial 4 Man ufactu ring 4 Warehousing 4 1 Unless otherwise noted, rates estimated from /TE Trip Generation Manual, 10th Edition 13 11 4.5 3.5 3 1 2 For all office uses, use SAN DAG rate of 20 ADT/1,000 sf to calculate employee ADT 3 Retail uses include shopping center, variety store, supermarket, gyms, pharmacy, etc. Other commercial uses may be subject to special consideration Sample calcy latjons: Office: 20,450 sf 1. 20,450 sf/ 1000 x 20 = 409 Employee AOT Retail: 9,334 sf 1. First 1,000 sf= 8 ADT 2. 9,334 sf -1,000 sf= 8,334 sf 3. (8,334 sf/ 1,000 x 4.5) + 8 = 46 Employee AOT I acknowledge that the plans submitted may be subject to the City of Carlsbad's Transportation Demand Management Ordinance. I agree to be contacted should my permit require a TOM plan and und nd that approved TOM plan is a condition of permit issuance. Date: 12/07/2022 Person other than Applicant to be contacted for TOM compliance (if applicable): N (p . t d) RAMIRO BARAJAS ame nn e :. ___________________ _ (611} 78'.i'-1016 Phone Number. _____ _ EmailAddress: RAM K3@YAHOO.COM Updated 4/1 6/2021 7 • ·( City of Carlsbad CLIMATE ACTION PLAN (CAP) COMPLIANCE CAP Building Plan Template 8-55 Development Services Building Division 1635 Faraday Avenue 442-339-2719 www.carlsbadca.gov The following summarizes project compliance with the applicable Climate Action Plan ordinances of the Carlsbad Municipal Code and California Green Building Standards Code (CALGreen), cu rrent version. Use this form to summarize all applicable CAP measures for your project. IF CAP MEASURES ARE APPLICABLE, IMPRINT THIS COMPLETED FORM ONTO PROJECT PLANS. 1. ENERGY EFFICIENCY APPLICABLE : DYES ONO Complies with CMC 18.30.190 & 18.21.155 0 Yes ON/A Existing Structure, year built: ____ _ Prepared Energy Audit? DYes O No Energy Score: _____ _ Efficiency Measures included in scope: 2. PHOTOVOLTAIC SYSTEM APPLICABLE: DYES □No Complies with CMC section 18.30.130 and 2019 California Energy Code section 150.l(c)14 0 Yes D N/A Required Provided Size of PV system (kWdc): Sizing PV by load calculations O Yes ONo If by Load Calculations: Total calculated electrical load: 80% of load: Hardship Requested D Yes O No Hardship Approved D Yes O No 3. ALTERNATIVE WATER HEATING SYSTEM APPLICABLE: □ YES □NO 4 . 5. Complies with CMC sections 18.30.150 and 18.30.170? Alternative Source: □ Electric □ Passive Solar Hardship Requested Hardship Approved ELECTRIC VEHICLE (EV) CHARGING APPLICABLE: D Yes □Yes DYES □No □No □No Complies with CMC section 18.21.140? Panel Upgrade? OYes O N/A O Yes O No Required Provided Total EV Parking Spaces: No. of EV Capable Spaces: No. of EV Ready Spaces: No. of EV Installed Spaces: Hardship Requested Hardship Approved O Yes oves TRAFFIC DEMAND MANAGEMENT APPLICABLE: Compliant? TOM Report on file with city? September 23, 2024 STUDIO PLUS UNO RAMIRO BARAJAS 1069 LAG UN A SECA LOOP CHULA VI STA, CA 9 1915-1230 ( City of Carlsbad PERMIT#: PC2022-0060 RE: BUILDING PERMIT EXPIRATION PERMIT TYPE: BLDG-Plan Check, Residential ISSUED: ADDRESS: 2436 LA COSTA AVE CARLSBAD, CA 92009 DESCRIPTION: 2436 LA COSTA AVE: NEW SFD (4,408 SF), GARAGE (908 SF), WITH 2ND FLOOR SWIMMING POOL (350 SF), GYM / MEDITATION ROOM, BATHROOM AND POOL EQUIPMENT (753 SF) Our records indicate that your building permit will expire by limitation of time on December 22, 2023. 18.04.030 Section 105.5 amended -Expiration (updated per AB-2913): Every permit issued by the building official under the provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 calendar days from the date of such permit, or if the building or work authorized by such permit is stopped at any time after the work is commenced for a period of 180 calendar days, or if the building or work authorized by such permit exceeds three calendar years from the issuance date of the permit. Work shall be presumed to have commenced if the permittee has obtained a required inspection approval of work authorized by the permit by the building official within 180 calendar days of the date of permit issuance. Work shall be presumed to be stopped if the permittee has not obtained a required inspection approval of work by the building official within each 180-day period upon the initial commencement of work authorized by such permit. Before such work can be recommenced, a new permit shall be obtained to do so, and the fee therefor shall be one-half the amount required for a new permit for such work, and provided that no changes have been made or will be made in the original plans and specifications for such work, and provided further that such suspension or abandonment has not exceeded one year. In order to renew action on a permit after expiration, the permittee shall pay a new permit fee. Any permittee holding an unexpired permit may apply for an extension of time within which work may commence under that permit when the permittee is unable to commence work within the time period required by this section for good and satisfactory reasons. Please check below indicating your intentions and return this letter to us. D Project abandoned. A new permit will be obtained prior to commencing work. D No fee extension requested for 180 days. (Must attach a letter of explanation) D Renewal permit requested. (No changes have been made and the renewal permit fee will be paid). If the project has been completed and only a final inspection is needed, please call the inspection request line at (760) 602-2725. If you have any questions, please contact the Building Inspection Division at 760-602-2700. Community Development -Building Division 1635 Faraday Avenue I Carlsbad, CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov